B.3 - Attachment 3 - Piedmont Lithium Detailed Drawings

PROJECT NARRATIVE
THE PROPOSED PIEDMONT LITHIUM CAROLINAS, INC. PROJECT IS LOCATED IN GASTON COUNTY, NORTH CAROLINA
JUST EAST OF CHERRYVILLE. THE PROJECT SITE ENCOMPASSES APPROXIMATELY 1,548 ACRES AND IS BOUNDED BY
HEPHZIBAH CHURCH ROAD TO THE WEST, DALLAS-CHERRYVILLE HIGHWAY TO THE SOUTH, AND LONG SHOALS ROAD
TO THE EAST. THE DEVELOPMENT CONSISTS OF VARIOUS COMPONENTS, INCLUDING THE CONCENTRATE OPERATIONS
(PIEDMONT LITHIUM CAROLINAS MINE #1, CONCENTRATE PLANT, AND INDUSTRIAL MINERALS PLANT), LITHIUM
HYDROXIDE CONVERSION PLANT, AND FUTURE SOLAR FARM.
Piedmont Lithium Carolinas, Inc. Location Map
SCALE: 1" = 10,000'
-"'00�
P I E DPAON T
LITHIUM
SHEET INDEX
Series
Sheet Number
Sheet Name
Scale
00-General
GOG-001
Cover Sheet
1"=10,000'
00G-002
Legend Sheet
NTS
OOG-003
Site/Mine Map
1"=600'
OOG-004
Reclamation Ma
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
OOG-010
Erosion Control Details
NTS
OOG-011
Erosion Control Details
NTS
OOG-012
Erosion Control Details
NTS
OOG-013
Erosion Control Details
NTS
01-Lithium Hy droxide Conversion Plant
O1CP-001
Lithium Hydroxide Conversion Plant Erosion Control and Drainage Areas Phase 1- Overall Map
1"=200'
01CP-002
Lithium Hydroxide Conversion Plant Erosion Control and Drainage Areas Phase 2 - Overall Ma
1"=200'
O1CP-003
Lithium Hydroxide Conversion Plant - Road Profile
1"=300'
01CP-004
Lithium Hydroxide Conversion Plant- Rail Profile 1
1"=300'
01CP-005
Lithium Hydroxide Conversion Plant - Rail Profile 2
1"=100'
01CP-006
Lithium Hydroxide Drainage analysis Map
1"=200'
O1CP-007
Lithium Hydroxide Conversion Plant Plan View - Key Map
1"=200'
01CP-AOO1
Lithium Hydroxide Conversion Plant Erosion Control Phase 1- Inset A
1"=100'
O1CP-A002
Lithium Hydroxide Conversion Plant Erosion Control Phase 2 - Inset A
1"=300'
O1CP-AO03
Lithium Hydroxide Conversion Plant Reclamation Plan - Inset A
1"=100'
O1CP-AOO4
Lithium Hydroxide Conversion Plant - Sediment Basin SB-208- Plan View and Detail
V=50'
O1CP-AO05
Lithium Hydroxide Conversion Plant - Sediment Basin SB-210- Plan View and Detail
1"=50'
01CP-B001
Lithium Hydroxide Conversion Plant Erosion Control Phase 1- Inset B
1"=100'
01CP-B002
ILithium Hydroxide Conversion Plant Erosion Control Phase 2 - Inset B
1"=100'
01CP-8003
Lithium Hydroxide Conversion Plant Reclamation Plan - Inset B
1"=1oO'
01CP-BOo4
Lithium Hydroxide Conversion Plant - Sediment Basin SB-201- Plan View and Detail
1"=50'
01CP-B005
Lithium Hydroxide Conversion Plant - Sediment Basin SB-205- Plan View and Detail
1"=50'
01CP-B006
Lithium Hydroxide Conversion Plant - Sediment Basin SB-207- Plan View and Detail
1"=50'
01CP-B007
Lithium Hydroxide Conversion Plant - Stream Crossing No. 3, Phase 1, Road to Plant Area
VzW
01CP-B008
Lithium Hydroxide Conversion Plant- Stream Crossing No. 3, Phase 2, Road to Plant Area
1"=20'
O1CP-B009
Lithium Hydroxide Conversion Plant- Stream Crossing No. 3, Reclamation, Road to Plant Area
1"=20'
O1CP-0001
Lithium Hydroxide Conversion Plant Erosion Control Phase 1- Inset C
1"=100'
O1CP-0002
Lithium Hydroxide Conversion Plant Erosion Control Phase 2 - Inset C
1"=100'
O1CP-0003
Lithium Hydroxide Conversion Plant Reclamation Plan - Inset C
1"=100'
01CP-0004
Lithium Hydroxide Conversion Plant- Sediment Basin SB-202- Plan View and Detail
VzW
01CP-0005
Lithium Hydroxide Conversion Plant - Sediment Basin SB-203- Plan View and Detail
1"=50'
01CP-CO06
Lithium Hydroxide Conversion Plant- Sediment Basin SB-204- Plan View and Detail
1"=50'
01CP-CO07
Lithium Hydroxide Conversion Plant - Sediment Basin SB-206- Plan View and Detail
1"=50'
01CP-CO08
ILithiumHdroxide Conversion Plant- Sediment Basin SB-209- Plan View and Detail
V"50'
01CP-0009
Lithium Hydroxide Conversion Plant - Stream Crossing No. 4, Phase 1, Rail to Plant Area
1"=20'
01CP-0O10
Lithium Hydroxide Conversion Plant- Stream Crossing No. 4, Phase 2, Rail to Plant Area
VzW
01CP-0011
Lithium Hydroxide Conversion Plant - Stream Crossing No. 4, Reclamation, Rail to Plant Area
1"=20'
02-Concentrate Operations
02CO-001
Pre -Construction Drainage Analysis Map
1"=600'
02CO-002
Concentrate Operations - Road and Conveyor Profiles
1"=100'
02CO-003
lConcentrate operations - Road and Conveyor Profiles
1"=300'
02CO-004
Concentrate Operations - Road and Conveyor Profiles
1"=100'
02CO-005
Concentrate Operations - Detail Sheet - Inset D, E, and F
As Shown
02CO-006
Concentrate Operations - Detail Sheet - Inset G and H
As Shown
02CO-007
Concentrate Operations - Detail Sheet - Inset 1 and K
As Shown
02CO-008
Concentrate Operations - Detail Sheet - Inset L, M, N, 0, and P
As Shown
02CO-009
Concentrate Operations - Detail Sheet - Inset Cl, R, and S
As Shown
02CO-D001
Pre -Construction Drainage Analysis - Inset D
1"=100'
02CO-D002
Waste Rock Pile Phase 1- Inset D
1"=300'
02CO-D003
Site/Mine Map - Inset D
1"=100'
02CO-D004
Reclamation Ma - Inset D
1"=300'
02CO-D005
Sediment Basin No. 10 Detail
1"=50'
02CO-D006
Sediment Basin No. 17 Detail
1"=50'
02CO-E001
Pre -Construction Drainage Analysis - Inset E
1"=100'
02CO-E002
Waste Rock Pile Phase 1 - Inset E
1"=100'
02CO-E003
Site/Mine Map - Inset E
1"=300'
02CO-E004
Reclamation Map - InsetE
V=100'
02CO-E005
Sediment Basin No.8 Detail
1"=50'
02CO-EO06
Sediment Basin No.9 Detail
1"=50'
02CO-FO01
Pre -Construction Drainage Analysis - Inset F
1"=100'
02C0-FO02
Site/Mine Map - Inset F
1"=100'
02CO-F003
Reclamation Map - InsetF
1"=100'
02CO-GO01
Pre -Construction Drainage Analysis - Inset G
1"=300'
02CO-G002
lWaste Rock Pile Phase 1 - Inset G
1"=100'
02CO-GO03
Site/Mine Map - Inset G
1"=300'
02CO-G004
Reclamation Map - InsetG
V=100'
02CO-GO05
Sediment Basin No. 1 Detail
1"=50'
02CO-G006
Sediment Basin No.2 Detail
1"=50'
02CO-G007
Sediment Basin No. 3 Detail
1"=50'
02CO-GO08
Sediment Basin No.4 Detail
1"=50'
02CO-G009
Sediment Basin No. 14 Detail
1"=50'
02CO-GO10
IStream Crossing No. 1 Detail
1"=40'
02CO-GO11
Stream Crossing No. 1 Detail and Construction Notes
NTS
02CO-H001
Pre -Construction Drainage Analysis - Inset H
V=100'
02CO-11002
Waste Rock Pile Phase 1- Inset H
1"=300'
02CO-H003
Site/Mine Map - Inset H
1"=100'
02CO-11004
Reclamation Map - InsetH
1"=300'
02CO-H005
Sediment Basin No. 5 Detail
1"=50'
02CO-11006
Sediment Basin No.6 Detail
1"=50'
02CO-11007
Isediment Basin No. 7 Detail
1"=50'
02CO-1001
Pre -Construction Drainage Analysis - Inset I
1"=100'
02CO-1002
Site/Mine Map - Inset I
1"=100'
02CO-1003
Reclamation Ma - Inset I
1"=100'
02CO-JO01
Pre -Construction Drainage Analysis - Inset J
1"=100'
02CO-J002
Site/Mine Map - Inset J
1"=100'
02CO-JO03
Reclamation Map - InsetJ
1"=300'
02CO-J004
Sediment Basin No. 16 Detail
1"=50'
02CO-K001
Pre -Construction Drainage Analysis - Inset K
1"=100'
02CO-KO02
Site/Mine Map - Inset K
1"=100'
02CO-K003
Reclamation Map - InsetK
1"=100'
02CO-KO04
Whitesides Road Tunnel Crossing Detail
1"=40'
02CO-K005
Whitesides Road Tunnel Crossing Construction Notes
NTS
02CO-K006
Sediment Basin No. 18 Detail
1"=50'
02CO-LOO1
Pre -Construction Drainage Analysis - Inset L
1"=100'
02CO-1.002
Site/Mine Map - Inset L
1"=100'
02CO-L003
Reclamation Map - InsetL
1"=100'
02CO-L004
Stream Crossing No. 2 Detail
1"=40'
02CO-1-005
Stream Crossing No. 2 Construction Notes
NTS
02CO-M001
Pre -Construction Drainage Analysis - Inset M
1"=100'
02CO-M002
Site/Mine Map - Inset M
1"=100'
02CO-M003
Reclamation Map - InsetM
1"=100'
02CO-NOo1
Pre -Construction Drainage Analysis - Inset N
1"=100'
02CO-NO02
Site/Mine Map - Inset N
1"=100'
02CO-NO03
Reclamation Ma - Inset N
1"=100'
02CO-0001
Pre -Construction Drainage Analysis - Inset 0
1"=300'
02CO-0002
Site/Mine Map - Inset 0
1"=100'
02CO-0003
Reclamation Map - InsetG
1"=100'
02CO-PO01
Pre -Construction Drainage Analysis - Inset P
1"=100'
02CO-P002
Site/Mine Map - Inset P
1"=100'
02CO-P003
Reclamation Map - InsetP
1"=100'
02CO-POO4
Sediment Basin No. 11 Detail
1"=50'
02CO-POO5
Sediment Basin No. 12 Detail
1"=50'
02CO-QO01
Pre -Construction Drainage Analysis - Inset Q
1"=100'
02CO-QO02
Site/Mine Ma - Inset Q
1"=100'
02CO-Q003
Reclamation Map - InsetQ
1"=100'
02CO-R001
Pre -Construction Drainage Analysis - Inset R
1"=100'
02CO-R002
Site/Mine Map - Inset R
1"=100'
02CO-R003
Reclamation Map - InsetR
02CO-SO01
Pre -Construction Drainage Analysis - InsetS
1"=100'
02CO-S002
Site/Mine Map - Inset S
1"=100'
02CO-S003
Reclamation Ma - InsetS
1"=100'
SHEET NUMBER
OOG-001

PERMIT BOUNDARY
00 LOCKING GATE
LITHIUM HYDROXIDE CONVERSION PLANT SETBACK
WASTE ROCK PILE ACCESS ROAD
LITHIUM HYDROXIDE CONVERSION PLANT 45 FT. BUFFER
l.l.l.l.l.l.l.l.l.l.l.l.l.l
HIGHWALL BERM
CONCENTRATE OPERATIONS 40 FT. BUFFER
®
FILTER CLOTH / GEOTEXTILE LINING
DELINEATED WETLANDS
HAUL ROAD CENTERLINE
100 YR FLOOD PLAIN
FUTURE SOLAR PANEL
30 FT. TOP OF BANK STREAM BUFFER
- — — — — -
DRAINAGE AREA LINES
❑
CONCRETE WASHOUT
DA-108
DRAINAGE AREA LABEL
_
INSET MATCHLINE
— —
LIMITS OF DISTURBANCE
W W—
UTILITY - MUNICIPAL WATER LINE
SUMP
S S—
UTILITY - SEWAGE LINE
F F
TEMPORARY DIVERSION
P P—
UTILITY - POWER LINE
PERMANENT DIVERSION
G—
UTILITY - NATURAL GAS LINE
EMERGENCY SKIMMER BASIN SPILLWAY
FM —FM—
UTILITY - FORCE MAIN
RIPRAP
LITHIUM HYDROXIDE CONVERSION PLANT
O
EMERGENCY SPILLWAY
CONSTRUCTION STAGING AREA
WATER BODY
0�
OUTLET PROTECTION
A - A'
CROSS SECTION LOCATION
GRASS LINED EMERGENCY SPILLWAY
STABILITY ANALYSIS BASELINE LOCATION
SB-4
EROSION CONTROL STRUCTURE LABEL
o+oo i+oo 2+0o
EXISTING TOPOGRAPHY CONTOURS
CEMETERY BUFFER
ROCK CHECK DAM
PROPOSED OPERATIONAL CONTOURS
EXISTING RAIL
PROPOSED TEMPORARY STRUCTURE CONTOURS
PROPOSED RAIL
SURFACE FLOW DIRECTION ARROW
C-1
PROPOSED BUILDING
CULVERT LABEL
0
PROPOSED PAVEMENT
— — —
CULVERT
J-HOOKS
LID-2
UNDERDRAIN LABEL
UNDERDRAIN
SKIMMER
FLUME
C.—.—.�
HAUL ROAD BOX CULVERTS FOR CONVEYORS
BEAVERDAM CREEK STREAM WATER INTAKE PIPE
SB-1 / SK20 / MDO-01
NCG OUTFALL LABELS
POROUS BAFFLES LOCATION
SLOPE DRAIN LOCATION
LOW WATER CROSSING DRIVE THRU
WASTE ROCK CONVEYOR
ORE CONVEYOR
CONCENTRATE PLANT / CONVERSION PLANT CONVEYOR
EXTENTS OF MINE PITS AND EXCAVATION
APPROVED 401/404 IMPACTS
SCREENING (SOUND) WALL
GROUNDWATER WELL LOCATIONS
OBSERVATION WELL
ROAD CLOSURE
TEMPORARY CONSTRUCTION ENTRANCE
OPC1
PERMIT CORNERS
- x- x- x- x-
7 FT. ZONING FENCE LOCATION
- x- x- x- x- SILT FENCE LOCATION (to be installed a min. of 10' off toe slope)
0 RECLAIMED/REVEGETATED
— RECLAIM LAKES
0 ❑ BUILDING / STRUCTURE
ADJACENT PROPERTY LINE
15 ADJACENT PROPERTY OWNER
EROSION CONTROL TYPICAL DETAIL INDEX
Erosion Control Typical Detail
Sheet Number
Skimmer Basin
OOG-007
Sediment Trap
OOG-007
Sediment Basin
OOG-007
Temporary Diversion
OOG-007
Permanent Diversion
OOG-007
Slope Drain
OOG-007
Screening Berm
OOG-007
Highwall Berm
OOG-007
Screening (Sound) Wall
OOG-007
Flume
OOG-007
Temporary Construction Entrance
OOG-008
Concrete Washout
OOG-008
Silt Fence
OOG-008
Rock Check Dam
OOG-008
Silt Fence Rock Outlet
OOG-009
Temporary Diversion Swale
OOG-009
Sediment Tube
OOG-009
Silt Fence J-Hook
OOG-009
RipRap Outlet Protection
OOG-009
RipRap Inflow Protection
OOG-009
Inlet Protection
OOG-010
Temporary Stream Crossing Construction
OOG-010
Wattle Detail
OOG-010
Culvert Inlet Protection
OOG-010
Skimmer Outlet Splash Pad/Plunge Pool
OOG-011
Porous Baffles
OOG-011
Security Fence
OOG-011
Trash Rack
OOG-011
Rolled Erosion Control Products - Matting Slope Installation
OOG-012
Rolled Erosion Control Products - Matting Channel Installation
OOG-012
Pump Around Diversion / Dewatering
OOG-012
Temporary and Permanent Non Lawn Seeding Measures
OOG-013
Temporary and Permanent Lawn Seeding Measures
OOG-013
GASTON COUNTY PARCEL LINES I hereby certify that this document was .Y*'; y\ CA�PO',,,
prepared by me or under my direct personal f,
supervision and is correct to the best of my Q'fl�5rp'•• X :J
0.5% SLOPE GRADE
knowledge and belief and that I am a duly licensed Professional Engineer under the = = 048820 SEAL
EAL =
laws of the State of North Carolina. :, Q••;'
(Signature) s�,,' $ •1(�t� •`+'
Date: 06/07/2022
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SHEET NUMBER
OOG-002

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ADJACENT PROPERTY OWNERS 12' IGH SCREE ID) WA EA
tImpacts)
M CROSSING LINDA C COTTINIGHAM & DONALD DWIGHT 2331 CROYDON RD
A r1a DR. KIM EAGLE, Ph.D., COUNTY MANI P 0 BOX 1578 60 159648 1
GASTONIA, INIC 28053 OCKER CHARLOTTE, NC 28207
RD LINDA C COTTINGHAM & DONALD DWIGHT 2331 CROYDON RD TE LE
1 157871 REEVES & PATRICIA L BLACK 160 WILL KISER
CROUSE, INIC 28033 ROCKER CHARLOTTE, NC 2ai 61 159649
NI 150 WILL KISER RD
DANNY R BLACK 62 159683 KIM & RICKEY 0 HENLEY 1527STMARK CHURCHRD N AC %D
2 157872 ',It
CROUSE, NIC 28033
607 ANTHONY GROVE RD X5T
SJ3
970 HEPHZIBAH CHURCH RD
3 157876 STACEY L REEVES C/O ALISON REEVES 63 159785 THOMAS L & IVA C BRADLEY
CROUSE, INC 28033 CROUSE, NC 28033
1733 HEPHZIBAH C URCH RD 0 D� 6
210 WILL KISER RD EAST PIT DEWATERING
CROUSE, INC 28033 BESSEMER CITY, INC 28016
4 157877 BRUCE E & GARY S KISER 64 160752 TERRY SCOTT LINEBERGER L 3ER
6100 PINTAIL RD
OAK RIDGE INIC 27310
65 160763 BRENDAHOPPER
5 157917 CLAUDE H ADERHOLDT HEIRS BESSEMER CrWN�C 28016 NDAVID P & ADA B CABANISS PO BOi 361
)U E, INC 28033
6 157933 CR 66 160764 KAREN CARRINGER HAY LIFE EST
67 160765 BILLY D & DOROTHY SAINISING BRADY
7 157945 GAR -MAC DAIRY INC 3848 C ZOUSE SCHOOL RD fCROUSE. INIC 28033 BESSEM R CITY, NC28016
8 157947 KAREN H SCRONCE & ROBERT 104WI KISERRD
68 160766 BRENDA H HOPPER BESSEMER CITY, INIC 28016
ICHARDSON CROUSE, NIC 28033 114 WILL KISER RD 69 160767 SANDRA H WRENN CIO SANDRA W 1408 LABORATORY RD
JEFFREY A OXENDINE
9 157950
CROUSE, INC 28033 UNCOLINITON, INIC 28092 R 10 157961 MICHAEL J HERREN 825 HEPHZIBA CHURCH RD 70 160794 LYNDA H HUFFSTETLER
CROUSE, INC 28033
SHELBY, NC 28150 APO Box 824 175ADERHOLDTRD
t11 157962 DAVIDGHOWE MDEN, INC 28660 71 160800 JAMES EDWARD & DIANE WIGGINS GOINS BE
M
817 HEPHZIBA CHURCH RD 175 ADERHOLDT RD
12 157963 MICHAEL SHANE THOMPSON 72 160802 JAMES EDWARD & DIANE WIGGINS GOINS 160-004
CROUSE, INC 28033 BE ------ - ----- --- zz-
VANCE ALLEN KIRBY & DEBRA S 312 HEPHZIBAH CHURCH RD
210WILLKJSERRD T DEWATERIN 13 157985 BRUCE E & GARY S KISER CROUSE, INIC 28033 73 198233 KEMPSTON CROUSE, NIC 28033 7-
2,
752 HEPHZIBAH CHURCH RD 74 198234 GEORGE BENNi I ALI ff�K55
14 157989 HERMAN DENNIS & JANICE D KISER CHERRYVILLE, INC 28021
CROUSE, NIC 28033 L - - - - - - - --
1835 ST MARKS CH RD PO BOX 325 It
75 199245 GROVER BRADFORD HAY 15 157990 MICHAEL CARL & GAL COOK BRACKETT EAS IKINGS MOUNTAIN, INC 28086 CROUSE, INIC 28033
111 OAKLEY LN 1843 ST MARKS CH RD 76 200341 LEIGH ANN CARPENTER PRUITT
RYVILLE, NC 28021
16 157993 JOHN B HOLLAND C
CHE
ROUSE, NC 28033 1823 ST MARKS CHURCH RD
PO BOX 1698 T7 200508 CARLOS A & SUSAN D TRAVERIA of
17 158026 TRUTH AND TRUTH BAPTIST CHURCH CROUSE, NC 28033 CLINTON, INIC 28093 LINC
TO
1821 SAINT MARKS CHURCH
LINCOLN N HWY
18 158031 JOHNNY S &TONYADENISE WRi 78 202854 NANCY CSOKA ROAD
RYVILLE, NC 28021
CROUSE, INC 28033
VANCE ALLEN KIRBY & DEBRA S 312 HEPHZIBAH CHURCH RD 19 158033 27 1314STMARK CHURCHRD GHT
KEMPSTON CROUSE, INIC 28033 79 205244 TAD F & EVA S TILLMAN CROUSE, NC 28033
PO BOX 1698 tf20 158035 ST MARK TRUTH AND TRUTH BAP I B I Cirli 1314
LINCOLINTON, INC 28093 80 205453 TAD F & EVA S TILLMAN CROUSE, INC 28033
P 0 BOX 3 008
0
21 158049 TRI COUNTY FARM SUPPLY INC PRO 925ADERH LDTRD
CHI ION, SC 29417 81 206528 LINDA FRIDAY & JAMES BAXTER III BENNETT - ------
P 0 BOX 2450 U
NCOLNTON, INIC 28092
22 158058 PRO REAL ESTATE LLC
925 ADERHOLDT RD 11) Itself, PA 1, KY 42002 82 206529 LINDA FRIDAY & JAMES BAXTER III BENNETT
Po
UNCOLNTON, NC 28092
23 158060 J C & SHEILA DREWERY OX 1276 B30 UNDA LN I hereby certify that this document was NA L;A 7
419 HEPHZIBAH CHURCH RD
TON, INIC 28092 83 2079n 5 PINES FARM LLC C
HARLOTTE, NC 28211 prepared by me or under my direct personal
24 158062 LEE THOMAS CLINE
BENJAMIN LEWIS & TRACI E Kizi T 1. 11 .1 DUNIVAN CROUSE, NC 28033 N209200 LINCOLN k
CROUSE, INC 28033 85 209893 ROBERT J JR & MICHELLE M HASENAUER CROUSE, NC 28033 knowledge and belief and that I am a duly T
25 158063 DEANAGJONES 412 HEPHZIBAH CHURCH RD supervision and is correct to the best of my PO BOX 415D
1; j 630 RD SEAL 26 158071 MYRA PRUETT HOWELL 363 N HIGHWAY 116
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DENVER, INC 28037
CROUSE, INC 28033 86 210224 HAWKINS FARMS LLC
licensed Professional Engineer under the
27 1040 BAKERS SPRING LN 04BB20
158073 DAVID DEAN SMITH 5 PO BOX 1569 577 FIVE KNOLLS OR
28 158075 RUTHERFORD ELECTRIC MEM CORI 920 HEPHZIBAH CHURCH RD
7/ 1
laws of the S of North Carolina. Q4
CROUSE, INIC 28033 87 212611 SOUTHERN GAMES LLG C NC 28226
88 212612 PONDEROSA E & ERIC E CUTSHAW
FOREST CITY, INC 28043
CROUSE, NC 8033
29 158076 MICHAEL E & TAMARA K COOL 7929 COUNTY ROAD 219A 1314 EAST 53RD STREET
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CELINA, OH 45822 89 212613 GILBERTDEWAR BROOKLYN, N (Signature) 1030 BAKERS SPRING LN 2419 E 73RD ST
30 1680T7
CALVIN SHAW
ROUSE, NC 28033 90 212614 ZOYA KOFMAN
C BROOKLYN, NY 11234 Date: 06/07/2022
31 159098 MICHAEL N BEAM TRUST 868 HURCHSTNFL2 55T7 FIVE KNOLLS DR
Co ORD, NC 28025 91 212615 SOUTHERN GAINES LLC
CHARLOTTE. NC 28226
PO BOX1143
33 159118 RIAN ELL HOUSING GROUP LLC 55n FIVE KNOLLS DR
CHERRYVILLE. INIC 28021 93 212617 SOUTHERN GAINES LLC PO BOX 1143
CHARLOTTE, NC 2ai
32 159109 CATHI ELAINE F PUTNAM 4505 COVE RD 5577 FIVE KNOLLS DR WILMI IGTON, NIC 28405 92 212616 SOUTHERN GAINES LLC CHARLOTrE, INC 28226 ------ 34 159119 R-ANELL HOUSING GROUP LLC 214150 ST MARKS EVANGELICAL LUTH CH 1203 ST MARKS CHURCH RD
94
RYVILLE, INC 28021
CHER AERIAL TOPOGRAPHY 2 FT. CONTOURS
MATCH LINE
215 ANTHONY GROVE RD
35 159121 CHARLES EDWARD BUSH 970 HEPHZIBAH CHURCH RD CROUSE, INIC 28033 95 215159 STACY LEANNE REEVES CROUSE, NC 28033 AERIAL MAPPING DATED JANUARY 2021
868 CHURCH ST N FL 2 PROPERTY CORNER COORDINATES
36 159122 LINDA 6 BEAM AMND RSTD REV TR 7t E=ing Ref ID Northing E�fing Ref ID Northing
CONCORD, NC 28025 96 215160 JEFFREY M & LISA K REYNOLDS 972 HEPHZIBAH CHURCH ROAD .1 9
INU 161 1 r- J/ E�ting
868 CHURCH ST N FL 2 CROUSE, NC 28033 MAP LEGEND
37 159123 LINDA B BEAM AMND RSTD REV I I AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, INC.
V0 L3635 L31MI5.0579 PC40 6D7962 5254 13091111MM PC79 5017723.37156 1313019.0155
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CONCORD, INIC 28025 317ADERHOLDTRD ---------- X4
971 228TH PLACE SW 97 216652 RANDY CHARLES HASTII F B10395.2074 PC41 6D7469.9083 1319054 9010 Pi 6069411300 1313864.
L2255 130SS.2253 PC42 606143,9257 1309281 PC81 607467.9145
38 159126 CHARLES EDWARD GILLESPIE BESSEMER CITY, NC 28016
EDMONDS, WA 98020 1314542.8385
325ADERHOLDTRD 0.9629 1309678.5133 PC43 605437.4943 1309955.2598 PC82 60797&9788 1315621. 53
170 CHURCH RD
39 159136 RICHARD JAMES KISER 98 216664 CATHY H HOUSER BESSEMER CITY, NC 28016
C44 606776.3969 1309918.3238 PC83 606747.393D 1316296.6733
CROUSE. INIC 28033 256 FOREST DELLINGER RD
1705 SAINT MARKS CHURCH RD 99 217859 RONNIE J & SUSAN E SUMMEY BESSEMER CITY, INIC 28016 --------------
40 159137 PAMELA J CORSA
3.8678 1308349.2823 PC45 606948.0724 1310396 0706 PC84 605777.5321 1315319.3613
CROUSE, C28033 256 FOREST DELLINGER RE)
100 217863 RONNIE J & SUSAN E SUMMEY BESSEMER CITY, INC 28016
PC8 605651.6488 13DS483.5347 PC47 604661.6678 131M7 4329 Pi 606698.0056 1316332.4751
41 159143 KIM M HENLEY 1527 SAINT MARKS CHURCH RD ------ CROUSE, INIC 28033 101 218014 RUBY STROUP UNEBERGER 1805 HEPHZIBAH CHURCH RD PC9 6D_ 85 1308247.3032 PC48 604296,9749 1310594.7729 PC97 606398. 7595 1316582.6530
BESSEMER CITY, NC 28016 AERIAL VIEW
42 159146 TONY SCOTT & MARLA M CODY 743 ST MARKS CHURCH RD 170 FOREST DELLINGER RD PCIO 605744,3912 1307874.6071 PC49 609496.7527 1314868.4753 PC88 605979.6954 1316181.7221
Pcn 605933,n64 IM=_02 PC53 6lW3DL6%9 1315545.5585 PC89 605589.91W 1316533.8969
BESSEMER CITY, NIC 28016 102 218217 TIMOTHY E CRUNII I ON BESSEMER CITY, INC 28016
57 CEDAR HILL DR 150 FOREST DELL NG R RD ----
43 159147 KAY C & THOMAS L FINGER 103 218218 CHRISTOPHER W LOEHR PC12 9.4168 PC51 6D7971.7468 1317418.7399 PC90 606047.1556 1316962.6493
ASHEVILLE, NC 28803 BESSEMER CITY, NC 28016 1136 A EP HZ BAH CH RD 1306994.3300 PC52 PC91 60610&2673 1316912 2936
104 220919 EDWIN R STEWART 44 159153 UANNY & BEVERLY LEWALLEN 103 WILL KISER RD 0 600 1200 1800 L306582.8541 PC53 PC92 60511.99.8538 1317337.4337
CROUSE, N 28033
GAR -MAC DAJRY INC 13D6401.1570 PC54 PC93 60638,11,8632 1317439.2978
45 159184 STEPHEN TIMOTHY JONES 3848 CROUSE SCHOOL RD I217 DELVIEW DR CROUSE, INC 28033 N'\ k
1318% .3909
105 220920 CHERRYVILLE, NC 28021 CROUSE, NC 28033 f lING G 46 159192 GARY E & DELIA B SHEALY 1131 HEPHZIBAH CHURCH RD 761 ADERHOLT RO
995
PC17 6D85lZ4643 M5142.7999 PC56 5063U8755 1316735. 6M13.3739 1317936.L
106 223135 SUSAN M BUCHANAN
L NCOLNTON, INC 28092
CROUSE, INC 28033
752 HEPHZIBAH CHURCH RD
PHILLIP B WRIGHT & OTHERS & MARY BETH 166 TRYON SCHOOL LOOP RD PC18 608354,2668 M5604.7127 PC57 605363.1185 .3687
47 159205 107 224399 HERMAN DENNIS KISER D PI�D \,-
BESSEMER CITY, NIC 28016 CROUSE, INC 28033 SCALE 1"=600' NEARE T 0 PC19 6OM7.1322 1305573.5353 PC58 605547.0316 1314695.5144 PC97 605132E
48 105 CENTRAL PL L TIC PC20 6D9254,5350 1306632.1181 PC59 606139.5819 1314426.7000 PC99 605618. 1348 132D05S 4755
159206 JEANETTE 6 MAUNEY LIFE ESTATE WANDA KISER HUFFSTETLER 861 HEPHZIBAH CHURCH RD PC21 6103BL6731 lM7361.3700 PC6D 605185.2M 1314033.138,11 PC99 605443.3913 IM313.9904
iyj RONALD JAMES MAUNEY 100 ANTHONY GROVE RD
CLOT RD 108 224400
1 109 225126 ANTHONY GROVE BAPTIST CHURCH CATEGORY AFFECTED ACREAGE PC22 610345.1729 1307484.2867 PC61 604959.1266 131454LO902 PCIOD 605735.2241 1321067.5709
SHELBY, NC 26152
CROUSE, INC 28033
V,
49 159208 663 ADFR 8092 it PC23 610231.9772 .1602 M389.7153
LINCOLNITO INC 2 CROUSE, NC 28033
50 159592 MARGARET GRIGG HASTINGS PO BOX 431
PC24 610123.3705 1307580.4673 PC63 605292.2246 1315113.4634 PC102 6W27.1512 1321272.8169
tCHERRYVILLE, INC 28021 110 226549 KIM M HENLEY 1527 SAINT MARKS CHUR H RD Tailings/Sediment Ponds 33 ACRES - ----- PC25 6D9561.1309 IM76M.6788 PC64 6M56.8263 1315001.2248 PC103 GM668.7M IM384.4971
159598 RYAN W FRANK & EMILIE E NELSON PC26 6095920520 1307253 0139 PC65 5011297.5-298 ­3957
429 ADERHOLDT RD
LINCOLNTON NC 28092 47 HERITAGE LN Wastepiles (Waste Rock Pile) 119ACRES
i RD ill 300506 SONYA G WESTER & ANNE G WHISPI I
125 HAST PC27 6139050.4235 lM752D.9093 PC66 6M75.4690 1314602 2967 PCIM 6M37.8299 1320979.3407
BESSEMER Cl SHELBY, NC 28150 52 159599 BRENDA S LAUER P 0 BOX 481 Processing Area/Haul Roads
N C 28016 f112 302337 R LOCKE BELL GA61 ONIA, i ZbUbJ I
53 159621 MELISSAANNJOINES 2815 S Y Fyi PC
28 609053.5485 1307804.2454 PC67 604121.7463 1314015.M2 PCIM 601780.0942 =815947
GASTONIA, INC 28052 BENJAMIN LEWIS & TRACIE KENNEDY 1817 ST MAWS CHURCH RD Mine Excavation (Pits) 403 ACRES fIM7842.7916 PC68 6M79.0946 131M53.2785 PC107 501783.86M 1320824.4247
PC3D 608458.4437 M8618.4659 PC69 602336.2913 1311551.3445 PCIOB 60028L 3961 1320369.9361
1507 PINEH 303909
105 113 RST DR DUNIVAN CROUSE, INIC 28033 IHIGH POINT, INC 27262 Ancillary (Maintenance Yard and Magazine) 19ACRES
54 159623 ELIZABETH WHITE SIDES
fPC31 608427. 13D8613.81 13114SZ2903 PC109 600204,4369 IM266.753
114 3043zi
I55 159628 VERNA J MCLAMB TIED INVESTORS C/O GWENDOLYN 3365 ROUND HILL ROAD
1514 R W MCLAMB DR Temporary Stockpiles (Topsoil Storage Pile) 608436.7499 1309407.5066 PC71 503248.5391 1310942.5718 PCI10 598813. V-15 1319682.5632
OUELLETTE SOMERVILLE, NJ 88763
1821 SAINT MARKS CHURCH CROUSE, NG 28033 21 ACRES PC33 60W4.640D 13D9513.5507 PC72 603182.4979 1309947.0692 PCM 599665.9410 13175M.231
1506 R W MCLAM B DR 115 304328 NANCY CSOKA ROAD
56 159634 MARVIN D & CYNTHIA M HYLE MAN
6D8394,6D85 1309605.4770 PC74 6MOiL4117 1310654.2958 PC113 6081 50% 1315311.7510
CROUSE, NIC 28033 CROUSE, INC 28033 Total Disturbed Acreage 732 ACRES 1430 BARBARA DR
DOUGLAS SCOTT & MELISSA SHAUN 1515 R W MCLAMB DR
ERRYVILLE, NIC 28021 PC36 608379.7362 1309510.6022 PC75
CROUSE, NIC 28033 CH 57 159635 116 304499 GARY DON QUEEN & JOHN MARK FURROW 1p
604659.0530 1310548.6060 PCI14 603620.8439 1315549.7824
3 EWOO 6DO0313809 1309528.3902 PC76 605740.5800 13105,il PCU5 00. 13 . 3
HYNi NU ZUUZ1 NC 28034 ST PC38 608030.69261i 1309779.9465 PC77 606646.2137 1312689.2966 PCI16 605339.6009 13151ffi.6447
1527HLH MARKS CHURCH RD 210fPLiz��OD RD 1,548 ACRES
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Total Permit Acreage C DALLAS PC39 1 607991 13D9782.9442 PC78 6117038.713154 131239115252
12G STMARKSCHURCIARD 200APPL ORD Limits of Disturbance Acreage 969 ACRES
58 159645 ST MARKS LUTHERAN CHURCH 117 305079 MICHAEL JASON & PAGE FREEMAN ODOM
59 159646 RICKY D HENLEY & OTHERS 118 305080 JOHN FREEMAN
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PROLIECT NARRATIVE
THE PROPOSED CAROLINA LITHIUM PRO-ECT IS LOCATED IN GASTON COUNTY, NORTH CAROLINA -UST EAST OF CHERRYVILLE. THE PRO-ECT
SITE ENCOMPASSES APPROXIMATELY 1, 4F] F1= ACRES AND IS BOUNDED BY HEPH-IBAH CHURCH ROAD AND GASTON WEBBS CHAPEL ROAD TO
THE NORTH, ANTHONY GROVE ROAD AND ST. MARKS CHURCH ROAD TO THE WEST, DALLAS-CHERRYVILLE HIGHWAY TO THE SOUTH, AND LONG
SHOALS ROAD TO THE EAST. THE DEVELOPMENT CONSISTS OF VARIOUS COMPONENTS, INCLUDING THE CONCENTRATE OPERATIONS, LITHIUM
HYDROZIDE CONVERSION PLANT, AND FUTURE SOLAR FARM.
THE LITHIUM HYDROZIDE CONVERSION PLANT SITE IS LOCATED NORTH OF THE CONCENTRATE OPERATIONS (NORTH OF ST. MARKS CHURCH
ROAD). IT INCLUDES A PLANT FACILITY, ADMINISTRATIVE AND LABORATORY BUILDINGS AND PARKING, A MAIN ACCESS ROAD OFF HEPHr-IBAH
CHURCH ROAD, AND A RAIL SPUR THAT CROSSES HEPHZIBAH CHURCH ROAD AND CONNECTS TO THE PLANT AREA.
THE PLANS SHOW EROSION CONTROL MEASURES FOR 2 PHASES OF CONSTRUCTION. PHASE 1 IS FOR INSTALLATION OF EROSION CONTROL
MEASURES FOR MASS GRADING AND STAGING OF THE SITE. AS CONSTRUCTION PROGRESSES, PHASE 2 SHOWS THE EROSION CONTROL
MEASURES NEEDED TO REACH FINAL BUILD -OUT OF THE CONVERSION PLANT AND ITS ASSOCIATED APPURTENANCES.
THE CONSTRUCTION SE_UENCE BELOW APPLIES TO THE CONVERSION PLANT SITE ONLY.
CONSTRUCTION SE❑UENCE
THIS IS A SPECIFIC CONSTRUCTION SE_UENCE FOR THE LITHIUM HYDROZIDE CONVERSION PLANT DEVELOPMENT OF THE OVERALL CAROLINA
LITHIUM PRO ECT. THIS NARRATIVE PROVIDES AN OUTLINE OF MEASURES RE_UIRED TO PREVENT SEDIMENT LADEN STORMWATER RUNOFF
FROM EATING THE PROTECT PHASE LIMIT OF DISTURBANCE (LOD). THE CONTRACTOR IS REZUIRED TO TAKE ALL NECESSARY MEASURES,
WHETHER SPECIFICALLY IDENTIFIED HEREIN OR NOT, TO COMPLY WITH NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL ZUALITY EROSION
AND SEDIMENT CONTROL REZUIREMENTS. REFER TO GENERAL EROSION AND SEDIMENT CONTROL NOTES, PLAN SHEETS AND DETAILS
ASSOCIATED WITH THIS PLAN SET.
EROSION CONTROL CONSTRUCTION SEILIUENCE
GENERAL
1. PRIOR TO COMMENCING ANY LAND DISTURBING ACTIVITY, THE EROSION AND SEDIMENT CONTROL (ESC) PERMIT FOR THE
PROTECT MUST BE APPROVED BY NCDEF AND RECEIVED BY THE OWNER. A PRE -CONSTRUCTION CONFERENCE SHALL BE HELD
BY THE CONTRACTOR WITH NCDEZ PRIOR TO ANY SITE WORK OR DISTURBANCE.
2. PRIOR TO COMMENCING ANY LAND DISTURBANCE ACTIVITY, CLEARLY AND ACCURATELY DEMARCATE THE LIMITS OF ALL
AUTHORIZED LAND DISTURBANCE WITH STAKES, RIBBONS, OR OTHER APPROPRIATE MEANS. NO LAND DISTURBANCE MAY
OCCUR OUTSIDE THE LIMITS INDICATED ON THE APPROVED PLANS.
3. PROVIDE NOTIFICATION TO ALL AFFECTED PROPERTY OWNERS PRIOR TO CONSTRUCTION, AS APPLICABLE.
4. THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENTATION CONTROL MEASURES AND DEVICES NECESSARY TO
COMPLY WITH THE STANDARDS AND SPECIFICATIONS OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL -IUALITY
(NCDE-) AND APPLICABLE STATE AND LOCAL LAWS AND ORDINANCES, AND PREVENT STANDING WATER WITHIN PROTECT
LIMITS, UNLESS OTHERWISE DIRECTED. INSTALL ALL PERIMETER EROSION AND SEDIMENT CONTROL DEVICES AS SHOWN ON
THE APPROVED PLANS PRIOR TO ANY LAND DISTURBANCE.
FAILURE TO INSTALL, OPERATE OR MAINTAIN ALL EROSION CONTROL MEASURES WILL RESULT IN ALL CONSTRUCTION BEING
STOPPED ON THE FOB SITE UNTIL SUCH MEASURES ARE CORRECTED TO NORTH CAROLINA EROSION AND SEDIMENT CONTROL
REGULATIONS.
INSTALL CONSTRUCTION ENTRANCES AND ACCESS ROADS IN ACCORDANCE WITH STATE STANDARDS AND WITH MINIMAL
DISTURBANCE TO SURROUNDING VEGETATION AND TREES. WITHIN 30 DAYS AFTER CONSTRUCTION IS COMPLETED FOR WHICH
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
SEDIMENT MAY BE RE-1UIRED BASED ON CONTRACTOR'S PRACTICES AND WILL BE EMPLOYED WHERE DETERMINED NECESSARY
BY ACTUAL SITE CONDITIONS.
7. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLE OR SITE ONTO PUBLIC ROADWAY OR INTO STORM
DRAIN MUST BE REMOVED.
COMPLY WITH THE FOLLOWING MEASURES FOR GRUBBING:
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
CONSTRUCTION AND WITHIN 24 HOURS OF GRUBBING. THIS MAY RE-UIRE GRUBBING IN STAGES TO ENSURE EROSION
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
CONSTRUCTION ARE DIFFERENT FROM THE FINAL PROPOSED DRAINAGE PATTERNS. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO ACCOMPLISH EROSION CONTROL FOR ALL DRAINAGE PATTERNS CREATED AT VARIOUS STAGES
DURING CONSTRUCTION. ANY DIFFICULTY IN CONTROLLING EROSION DURING ANY PHASE OF CONSTRUCTION SHALL
IMMEDIATELY BE REPORTED TO THE ENGINEER.
c. SILT FENCE SHALL BE INSTALLED WITHIN 24 HOURS OF GRUBBING. THE CONTRACTOR SHALL REMOVE ACCUMULATED
SILT WHEN THE SILT IS WITHIN 12" OF THE TOP OF THE SILT FENCE UTILIZED FOR EROSION CONTROL.
ON -SITE STOCKPILING OF SOIL IS ALLOWED WITHIN THE LIMITS OF DISTURBANCE SUB-ECT TO PLACING APPROPRIATE EROSION
CONTROL DEVICES TO PREVENT SOIL LOSS DURING RAIN EVENTS. LOCATIONS SHALL BE PRE -APPROVED BY THE INSPECTOR.
10. ANY OFF -SITE BORROW AND WASTE RE_UIRED FOR THIS PRO-ECT MUST COME FROM A SITE WITH AN APPROVED EROSION
CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1 Z71, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID
WASTE MANAGEMENT. TRASH DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE MUST BE
DISPOSED OF AT A FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID WASTE
MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. 1 A NCAC 4B .0110
11. ALL DITCH LINES DISTURBED DURING CONSTRUCTION SHALL BE STABILI-ED BY THE CONTRACTOR. ON ALL, NEW OR
DISTURBED, UNPAVED DITCHES INSTALL SOIL STABILIZATION MEASURES AS APPROPRIATE AND IN ACCORDANCE WITH NCDE
STANDARDS.
12. PROVIDE SILT FENCE ADr-ACENT TO DITCHES AND AT THE TOE OF FILL SLOPES. ALSO, PROVIDE ADEZUATE MEASURES IN AREAS
WHERE NATURAL VEGETATION DOES NOT PROVIDE A SUFFICIENT BUFFER AND AS DIRECTED BY THE ENGINEER.
13. PROVIDE INLET SEDIMENT FILTER AT ALL NEW STORM INLETS.
14. INSTALL SILT FENCES AND OTHER CONTROL DEVICES TO CONTROL SOIL EROSION DURING CONSTRUCTION.
1. INSTALL 7-FOOT PERIMETER FENCING AT LOCATIONS SHOWN ON THE PLANS.
1. CLEAN OUT ALL SEDIMENT AND EROSION CONTROL DEVICES WHEN THEY REACH 1 IB FULL.
17. ALL EROSION CONTROL DEVICES MUST MEET NCDE_ RE_UIREMENTS AND BE PROPERLY MAINTAINED DURING ALL PHASES OF
CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED AREAS HAVE BEEN
STABILIZED.
IL ADDITIONAL CONTROL DEVICES MAY BE REZUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND OR OFFSITE
SEDIMENTATION.
1. PROVIDE STABILIZATION IN PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE PERMANENTLY OR TEMPORARILY
CEASED. THESE MEASURES SHALL BE IN PLACE NO LATER THAN 14 DAYS AFTER THE WORK HAS CEASED.
20. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES AND MEASURES UPON COMPLETION OF THE PROTECT
AND APPROVAL FROM THE OWNER. ALL SEDIMENT CONTROL WILL BE MAINTAINED UNTIL ALL UPSTREAM GROUND WITHIN THE
CONSTRUCTION AREA HAS BEEN COMPLETELY STABILIZED WITH PERMANENT VEGETATION.
21. GROUND STABILIZATION SHALL BE ACHIEVED CONSISTENT WITH NCDE- GENERAL PERMIT NCG01000. WHERE LAND DISTURBING
ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, ALL DISTURBED AREAS SHALL BE PROVIDED WITH TEMPORARY OR
PERMANENT STABILIZATION WITH GROUND COVER WITHIN 14 CALENDAR DAYS FROM THE LAST LAND DISTURBING ACTIVITY
Er-CEPT FOR ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES, AND ALL SLOPES STEEPER THAN 3:1 (H:V), WHICH
SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER WITHIN 7 CALENDAR DAYS FROM THE
LAND DISTURBING ACTIVITY. THE CONTRACTOR SHALL REFER TO GENERAL PERMIT NCGO1000 FOR SPECIFIC CONDITIONS,
EZEMPTIONS, AND DEFINITIONS FOR MEETING THESE STABILI-ATION REZUIREMENTS.
22. PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES MUST INSPECT THE SEDIMENT AND EROSION CONTROL MEASURES
ON A PROTECT AFTER EACH PHASE OF THE PROTECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION
CONTROL PLAN IS BEING FOLLOWED. SELF -INSPECTION REPORTS ARE RE-1UIRED. A SAMPLE SELF -INSPECTION REPORT AS
WELL AS DETAILS OF THE SELF -INSPECTION PROGRAM CAN BE FOUND ON THE LAND ZUALITY WEB SITE:
http:TleLnc.govrabout divisions energy-mineral-land-resourcesr-erosion-sediment-controlffbrms
P I E D/`nON T
L I T H I U
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 2 202-207n
704.33 -. -700
N.C.B.E.L.S. License Number: F-0116
PHASE 1
1. PHASE 1 CONSISTS OF SITE CLEARING AND GRUBBING AND STAGING FOR FUTURE CONSTRUCTION ACTIVITIES PERTAINING TO
THE CONVERSION PLANT SITE.
2. INSTALL TEMPORARY CONSTRUCTION ENTRANCE AND CONCRETE WASHOUT STATION AT BOTH THE RAIL AND THE ROAD
ACCESS LOCATION ALONG HEPHABAH CHURCH ROAD.
3. STAKE OUT LIMITS OF DISTURBANCE AND INSTALL PERIMETER EROSION CONTROL MEASURES SUCH AS SILT FENCE AS
DENOTED ON PHASE 1 EROSION CONTROL PLANS PRIOR TO ANY LAND DISTURBANCE ACTIVITIES (CLEARING, GRADING,
GRUBBING, OR EZCAVATION).
4. INSPECT ALL EROSION CONTROL DEVICES AT WEEKLY INTERVALS AND AFTER EVENTS E CEEDING 1 2 TO VERIFY THAT THEY
ARE FUNCTIONING PROPERLY. ANY ACCUMULATED SEDIMENT SHALL BE REMOVED.
PROVIDE PERMANENT SEEDING AND SLOPE MATTING ALONG WITH TEMPORARY SEEDING ON ALL GRADED AREAS THAT ARE AT
FINAL GRADE AND WILL NOT BE PAVED.
INSTALL ALL PERMANENT CREEK CROSSING IMPROVEMENTS PRIOR TO ANY SITE GRADING OTHER THAN THOSE AREAS
NECESSARY TO PROVIDE FILL FOR THE PERMANENT CREEK CROSSING. NO 401 404 IMPACTS ARE ALLOWED FOR STREAM
CROSSING NUMBER 3 OR STREAM CROSSING NUMBER 4.
.1. INSTALL WATTLES ALONG TOP OF STREAM BANKS. CLEAR TREES AND HEAVY VEGETATION.
.2. GRUB GRADE WORKING AREA TO SET THE CULVERT WITHIN THE CULVERT CONSTRUCTION FOOT -PRINT.
.2. INSTALL ARCH CULVERT FOUNDATIONS OUTSIDE OF STREAM BANKS AS NOTED ON PLANS.
.3. INSTALL ARCH CULVERT PER MANUFACTURER'S DESIGN IN LOCATIONS SHOWN ON PLANS.
.4. GRADE FILL ABOVE CULVERTS AND MAT -1 SEED ALL GRADED SLOPES.
_.Z. REMOVE WATTLES AND OTHER EROSION CONTROL MEASURES ONCE STABILIZATION MEASURES ARE IN PLACE.
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.
2. DURING PHASE 2, THERE WILL BE SOME COORDINATION TO CONSTRUCT THE CONVEYOR FROM THE CONCENTRATE PLANT TO
THE CONVERSION PLANT. REFER TO CONCENTRATE OPERATIONS PLANS.
3. PROVIDE CHECK DAMS, OUTLET PROTECTION, SLOPE AND CHANNEL MATTING AND OTHER STABILIZATION MEASURES THROUGH
THIS PHASE.
4. INSPECT ALL EROSION CONTROL DEVICES AT WEEKLY INTERVALS AND AFTER EVENTS E CEEDING 1 2 TO VERIFY THAT THEY
ARE FUNCTIONING PROPERLY. ANY ACCUMULATED SEDIMENT SHALL BE REMOVED.
CONDUCT PERIODIC INSPECTIONS OF ALL EROSION AND SEDIMENTATION CONTROLS AND MAKE ANY REPAIRS OR
MODIFICATIONS NECESSARY TO ASSURE CONTINUED EFFECTIVE OPERATION OF EACH DEVICE.
ALL SLOPES SHALL FOLLOW THE REZUIREMENTS OF INCREMENTAL STABILIZATION AS THEY ARE GRADED.
7. PROVIDE PERMANENT SEEDING ON ALL GRADED AREAS. FINAL SLOPES SHALL BE TRACKED AND MATTED PRIOR TO SEEDING.
INSTALL STORM DRAINAGE INLET PROTECTION FOR ANY OPEN STRUCTURES AS THEY ARE COMPLETED.
PROVIDE OUTLET PROTECTION FOR ALL STORM DRAINAGE OUTLET POINTS.
10. MAINTAIN CONCRETE WASHOUT AREAS AND REMOVE ACCUMULATED CONCRETE AND DISPOSE OF IN A LEGAL MANNER.
3
FI31 2022
REVISED PER DEMLR COMMENTS
2
12 0-I2021
REVISED PER DEMLR COMMENTS
1
FIr27 2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
RISER SEDIMENT
BASIN I.D.
DESIGN PHASE
OPERATIONAL
DRAINAGEAREA
NO.
DRAINAGE
AREA (at.)
DISTURBED
AREA (ac.)
Q25 (cfS)
REQUIRED
SURFACEAREA
(Sf)
PROVIDED
SURFACEAREA
(Sf)
PROVIDED
SURFACEAREA.
ELEVATION (ft)
REQUIRED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE VOLUME
ELEVATION (ft)
SKIMMER
SIZE
(in.)
ORIFICE
DIAMETER
(in.)
SB-201
Phases 1 &2
201
11.16
11.16
54.77
23,826
25,091
835.50
20.088
56,503
83.5.50
5.0
2.25
SB-202
Phases 1 &2
202
5-65
5,65
27.73
12,D63
13.518
827.50
1O.170
28-556
827-50
8.0
1-50
B-203
Phases 1 &2
203
3-93
3-93
19.29
8,390
9.115
810.50
7.074
18.634
810.50
6.0
1,25
SB-204
Phases 1 &2
204
8-00
8.00
39.26
17.080
17.279
815.50
14.4W
37.643
815.50
6.0
1.75
S B-205
Phases 1 &2
205
4.50
4.50
22.09
9.607
11.661
829.80
8A D0
18.381
829.W
5.0
1.50
SB-206
Phases 1 &2
206
5-50
5-50
26.99
11.742
13.893
834.BO
9a900
22.175
834.80
6.0
1.50
S B-207
Phases 1 &2
207
5-79
5-79
28.42
12.362
14.250
W.50
10.422
30.376
845.50
8.0
1.50
B-208 -Phase 1
Phasel
208
5-65
5-65
27.73
12_D63
13.155
876.50
10.170
27.864
876.50
8.0
1.50
3B-209-Phase 1
Phasel
209
6.40
6,40
31-41
13,664
13-941
825,50
11,520
19.120
825-50
8.0
1-50
S B-210 - Phase 1
Phase 1
210
10.65
10.65
52.27
22,738
25,091
882.50
19,170
56,503
882.50
8.0
2.00
SEDIMENT BASIN SUMMARY TABLE
SEDIMENTTRAP
I.D.
PHASE
DRAINAGE
AREA (ac.j
Q25(cfs)
REQUIRED
SURFACEAREA
(sf)
PROVIDED
SURFACEAREA
(Sf)
PROVIDED
SURFACEAREA
ELEVATION (ft)
REQUIRED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME
ELEVATION (ft)
T-220
Phases 1 &2
0.65
2.70
1,174
1,355
891
1,980
2,190
891
ST-221
Phases 1 &2
0.51
2.50
1,089
1,317
886
1,836
2,074
886
T-222
Phases 1 & 2
0.70
3.44
1.494
1,640
878
2.620
2,704
878
ST-223 - Phase 2
Phase 2
0.80
3,93
1,708
1,808
884
2,880
3,010
884
T-224
Phases 1 & 2
0.60
2-94
1.281
1,957
822
2.160
3,288
822
T-226
Phases 1 &2
0.80
3.93
1,708
1,808
814
2,880
3,010
814
ST-226
Phases 1 &2
0.50
2.46
1,067
1.640
824
1,800
2,704
824
ST-227
Phases 1 & 2
0.26
123
534
621
822
900
902
822
ST228 -Phase 1
Phase 1
0.75
3.68
1.196
1.212
894
1.360
1.901
894
SEDIMENT TRAP SUMMARY TABLE
STRUCTURE
I.D.
RIP RAP
CLASS
LENGTH
(ft)
US WIDTH
(ft)
DS W IDTH
(ft)
DEPTH
(in)
OP-201
1
12
6
7
12
OP-201A*
11
16
10
12
18
OP-202
1
12
6
7
12
OP-202A*
1
12
10
12
12
OP-203
1
12
6
7
12
OP-203 A
1
12
6
7
12
OP-204
1
12
6
7
12
OP-204A*
1
12
10
12
12
OP-205
1
12
6
7
12
OP-205A
1
12
6
7
12
OP-206
1
18
9
11
12
OP-207
1
15
7.5
9
12
OP-208
1
15
7.5
9
12
OP-209
1
15
7.5
9
12
OP-210
1
15
7.5
9
12
C-101
11
20
6
10
30
C-102
11
36
9
18
30
C-103
11
48
12
24
30
DENOTES DOUBLE (PARALLEL) OUTFALL PIPES. RIP RAP HAS BEEN SLED FOR ONE APRON
AT THE DOUBLE OUTFALL.
OUTLET PROTECTION SUMMARY TABLE
BASINDRAINAGE
'
I.D.
PHASE
OPERATIONAL
DRAINAGE
AREA NO.
AREA (ac.j
Q25(cfs)
REQUIRED
SURFACEAREA
(0)
PROVIDED
SURFACEAREA
(Sf)
PROM DED
SURFACEAREA
ELEVATION (ft)
REQUIRED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME (cf)
PROVIDED
STORAGEVOLUME
ELEVATION (ft)
SKIMMER
SIZE
(in.)
ORIFICE
DIAMETER
(in.)
SPILLWAYSIC1N11VIER
SIDESLOPE
(H-V)
SPILLWAY
DEPTH (ft)
SPILLW'VAYCONTROL
BOTTOM W"UIDTH (ft)
SK-240 - Phase 2
Phase 2
240
1.55
7.61
2,472
2.579
880QDO
2390
4,414
880.00
8.0
0.75
2.1
1.50
10
K 241 - Phase 1
Phasel
241-1
2.58
12.66
4.115
4.949
876_DO
4-644
8.860
876-00
8.0
1.00
21
1-50
10
SK-241 - Phase 2
Phase 2
2412
1.66
8.15
2,648
2,792
876. DO
2,988
5,017
876-00
8-0
0.75
2:1
1.50
10
SK-242 - Phase 2
Phase 2
242-2
1.50
7.36
2.393
2-483
836.00
2.7DO
4..235
836-DO
8_0
0.75
2:1
1.50
10
K243 - Phase l
Phasel
243-1
1.99
9.77
3.174
3.515
876. DO
3,582
6,174
876-DO
8.0
0.75
2,1
1.50
10
SK-243 - Phase 2
Phase 2
243-2
1.50
7.36
2.393
3.296
876.00
2.7DO
5.762
876-DO
6_0
0.75
2:1
1.50
10
SK244
Phases 1 & 2
244
2-25
11.04
3.589
3.594
843.DO
4,050
6.302
W-00
5.0
1.00
21
1-50
10
SK-245 - Phase 1
Phase 1
245-1
3.10
15.21
4,945
5,001
842.DO
5.580
8,947
842-DO
8.0
1.00
2:1
1.50
10
K245- Phase 2
Phase2
245-2
1.15
5.64
1.834
1,946
842.DO
2-070
3.175
842DO
4.0
0.75
21
1-50
10
K-246- Phase l
Phasel
246-1
2.80
13.74
4,466
4.512
879_DO
5,040
8,034
879.DO
8.0
1.00
2-1
1.50
10
SK-247 - Phase 1
Phase 1
247-1
1.90
9-33
3,031
3_D69
890.00
3A20
5.324
890. DO
8_0
0.75
2:1
1.50
10
K248- Phase l
Phasel
248-1
2.95
14.48
4,7D6
1 4.732
1 872_DO
5,310
1 8,435
872_DO
8.0
1.00
2,1
1 1.50
10
SK-249- Phase l
Phasel
249-1
2.40
11.78
3,828
1 3,964
1 814-DO
4,320
1 6.972
814.00
8.0
1.00
21
1 1.50
10
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06M8/2022
SKIMMER BASIN SUMMARY TABLE
Culvert I.D.
CONTRIBUTING
AREA (AC.)
DESIGN STORM
EVENT (YR)
DESIGN
FLOW (CFS)
PIPE
CAPACITY*
(CFS)
DIAMETER
(IN.)
LENGTH
(LF)
SLOPE
N
CULVERT
MATERIAL
C-101
2.49
25
4.90
16.60
24
59
5.12
RCP
C-102
5.59
25
11.03
46.03
36
47
6.45
RCP
C-103
14.21
25
28.73
92.73
48
108
2.70
RCP
1A-N
2.93
25
20.7
24.51
24
35
1.00
HDPE
113-N
1.88
25
13.46
24.51
24
35
1.00
HDPE
2A-N
1.23
25
7.98
24.51
24
65
1.00
HDPE
213-N
2.38
25
16.04
24.51
24
65
1.00
HDPE
3-N
1.63
25
10.91
24.51
24
120
1.001
HDPE
4A-N
3.08
25
21.49
24.51
24
100
1.00
HDPE
4B-N
2.91
25
19.55
24.51
24
100
190
1.00
HDPE
4C-N
2.91
25
19.55
24.51
24
1.00
HDPE
5A-N
2.92
25
18.71
24.51
24
60
1.00
HDPE
513-N 1
2.92
25
18.71
24.51
24
1801
1.001
HDPE
CULVERT SUMMARY TABLE
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
LITHIUM HYDRO❑IDE CONVERSION
PLANT - CONSTRUCTION SE❑ UENCE
AND DRAINAGE SUMMARY DETAILS
IF I - OOG-OOC
SCALE I - N.T.S.
SHEET
OOG-005
U
C
Fj

PROPOSED CONCENTRATE OPERATIONS CONSTRUCTION SEQUENCE
1. Install road closure signs to through traffic at Hephzibah Church Rd. and Whitesides Rd. intersection and at
Hephzibah Church Rd. and Aderholdt Rd. intersection. Install road closure signs and barricades at northern
entrance to site on Hephzibah Church Rd., southern entrance to site on Hephzibah Church Rd., and site
boundary on Hastings Rd. Install Temporary Construction Entrances as shown in plans.
2. Demolish existing structures within Permit Area as encountered.
3. Install chain link security fence of nine (9)-gauge steel or heavier, erected a minimum of seven (7) feet in height,
including three (3) strands of barbed wire at the top within Permit Area as shown on Sheet 00G-007.
4. Clear and grub the footprint of Erosion Control Structures to be installed for the Topsoil Storage Area and
Screening Berm #9 prior to clearing the entire area, installing silt fence as shown in plans. Install Erosion Control
Structures as shown on the Pre -Construction Drainage Analysis Sheets. Track, seed and mulch slopes. Complete
clearing and grubbing limits for the Topsoil Storage Area and Screening Berm #9. Construct, track, seed, and
mulch slopes of screening berm.
5. Clear and grub the footprint of Erosion Control Structures to be installed for the Whitesides Road Crossing, the
Concentrator Plant area, and Screening Berms #1, #2, #3, #12, and #13 prior to clearing the entire area,
installing silt fence as shown in plans. Install Erosion Control Structures as shown on the Pre -Construction
Drainage Analysis Sheets. Track, seed and mulch slopes. Complete clearing and grubbing limits for the
Whitesides Road Crossing, Concentrator Plant area, and Screening Berms #1, #2, #3, #12, and #13, either
transporting any topsoil to the Topsoil Storage Area or utilizing for screening berm construction. Install Sound
Wall for Concentrator Plant area and and Screening Berms #1, #2, #3, #12, and #13. Construct, track, seed and
mulch slopes of screening berms.
6. Construct Whitesides Road Haul Road Crossing (see plans and details for specific installation requirements of
road crossing) and Concentrator Plant Pad.
7. Clear and grub the footprint of Erosion Control Structures to be installed for Screening Berm #14, Main Haul
Road, Stream Crossing No. 1, South Pit Haul Road, and Stream Crossing No. 2 prior to clearing the entire area,
installing silt fence as shown in plans. Install Erosion Control Structures as shown on the Pre -Construction
Drainage Analysis Sheets. Track, seed and mulch slopes. Complete clearing and grubbing limits for Screening
Berm #14, Main Haul Road, Stream Crossing No. 1, South Pit Haul Road, and Stream Crossing No. 2, either
transporting any topsoil to the Topsoil Storage Area or utilizing for screening berm construction. Construct,
track, seed and mulch slopes of screening berms.
8. Construct Main Haul Road from Whitesides Road Crossing west to Stream Crossing No. 1. Install Stream Crossing
No. 1 (see plans and details for specific installation requirements of road crossing). Utilize temporary stream
crossing as shown in plans. No pump around system will be required as all construction will occur outside of
ordinary high water mark of the stream.
9. Construct Main Haul Road from Whitesides Road Crossing east to East Pit.
10. Construct South Pit Haul Road. Install Stream Crossing No. 2 (see plans and details for specific installation
requirements of road crossing). Utilize temporary stream crossing as shown in plans. No pump around system
will be required as all construction will occur outside of ordinary high water mark of stream.
11. Construct the South Pit Conveyor Access Road.
12. Clear and grub the footprint of Erosion Control Structures to be installed for Waste Rock Disposal Area, Main
Haul Road from Stream Crossing No. 1 to Sediment Basin No. 10, Screening Berms #15, #16, #18, #19, ad #20
prior to clearing the entire area, installing silt fence as shown in plans. Install Erosion Control Structures as
shown on Pre -Construction Drainage Analysis Sheets. Track, seed and mulch slopes. Complete clearing and
grubbing limits for Waste Rock Disposal Area, Main Haul Road from Stream Crossing No. 1 to Sediment Basin No.
10, Screening Berms #15, #16, #18, #19, ad #20, either transporting any topsoil to the Topsoil Storage Area or
utilizing for screening berm construction. Construct, track, seed and mulch slopes of screening berms.
13. Construct Main Haul Road from Stream Crossing No. 1 to Sediment Basin No. 10.
14. Clear and grub the footprint of Erosion Control Structures to be installed for South Pit and Screening Berm #4
prior to clearing the entire area, installing silt fence as shown in plans. Install Erosion Control Structures as
shown on Pre -Construction Drainage Analysis Sheets. Track, seed and mulch slopes. Clear and grub South Pit for
mining as needed, either transporting any topsoil to the Topsoil Storage Area or utilizing for screening berm
construction. Clear, grub, construct, track, seed and mulch slopes of screening berm.
15. Construct conveyor structures for waste rock, ore, and concentrate product / tailings per manufacturer's
installation requirements.
16. Clear and grub the footprint of Erosion Control Structures to be installed for North Pit Haul Road, North Pit
Conveyor Access Road, and Screening Berm #11 prior to clearing the entire area, installing silt fence as shown in
plans. Install Erosion Control Structures as shown on Pre -Construction Drainage Analysis Sheets. Track, seed and
mulch slopes. Complete clearing and grubbing limits for North Pit Haul Road, North Pit Conveyor Access Road,
and Screening Berm #11, either transporting any topsoil to the Topsoil Storage Area or utilizing for screening
berm construction. Construct, track, seed and mulch slopes of screening berm.
17. Construct North Pit Haul Road and North Pit Conveyor Access Road. Utilize pump around system for installation
of instream Culvert C-13.
18. As South Pit mining advances, clear and grub footprint of Erosion Control Structures to be installed for East Pit
and Screening Berms #5, #6, #7, and #8 prior to clearing the entire area, installing silt fence as shown in plans.
Install Erosion Control Structures as shown on Pre -Construction Drainage Analysis Sheets. Track, seed and mulch
slopes. Clear and grub East Pit for mining as needed, transporting any topsoil to the Topsoil Storage Area,
utilizing for screening berm construction, or Waste Rock Disposal Area for reclamation. Clear, grub, construct,
track, seed and mulch slopes of screening berms.
19. As mining advances in East Pit, waste rock to be backfilled into the South Pit for reclamation. Clear and grub the
footprint of Erosion Control Structures to be installed for North Pit and Screening Berm #10 prior to clearing the
entire area, installing silt fence as shown in plans. Install Erosion Control Structures as shown on
Pre -Construction Drainage Analysis Sheets. Track, seed and mulch slopes. Clear and grub North Pit for mining as
needed, transporting any topsoil to the Topsoil Storage Pile, utilizing for screening berm construction, or South
Pit for reclamation. Clear, grub, construct, track, seed and mulch slopes of screening berm.
20. After the Waste Rock Disposal Area and South Pit backfill has achieved post -mining elevations, cover final slopes
with two to four feet of topsoil. Track, seed and mulch slopes.
21. As mining advances in North Pit, waste rock to be backfilled into the East Pit for reclamation. Clear and grub the
footprint of Erosion Control Structures to be installed for West Pit prior to clearing the area, installing silt fence
as shown in plans. Install Erosion Control Structures as shown on Pre -Construction Drainage Analysis Sheets.
Track, seed and mulch slopes. Clear and grub West Pit for mining as needed, transporting any topsoil to the
Topsoil Storage Pile or East Pit for reclamation.
22. As mining advances in West Pit, waste rock to be backfilled into the East Pit for reclamation. After East Pit
backfill has achieved post -mining elevations, cover final slopes with two to four feet of topsoil. Track, seed and
mulch slopes.
23. As structures stabilize and are no longer considered disturbed, remove Erosion Control Structures
13.55 ft.�
1.00ft. Freeboard
1 1 2 3g ft
2 2 +
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 10.69
Area of Wetted Cross Section: 11.43
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 43.28 cfs
Depth of Flow: 2.39 feet
Velocity: 3.79 fps
Channel Lining: Class B Rock Rip -Rap
Freeboard: 1.00 feet
SKIMMER
BASIN I.D.
Phase
OPERATIONAL
DRAINAGE AREA
NO.
DRAINAGE
AREA
ACREAGE
Q25 (cfs)
REQUIRED
SURFACE
AREA (sf)
PROVIDED
SURFACE
AREA (sf)
PROVIDED
SURFACE AREA
ELEVATION (ft)
REQUIRED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME
ELEVATION (ft)
SKIMMER
SIZE (in)
ACTUAL
ORFICE
DIAMETER
(in)
SPILLWAY
SIDE SLOPE
SPILLWAY
DEPTH (ft)
SPILLWAY CONTROL
BOTTOM WIDTH (ft)
SK20
Pre -Construction
---
4.26
11.71
3,806
8,557
820.0
5,058
8,481
816.5
1.5
1.25
3:1
1.50
15.00
SK20
Operational
84,85
5.15
18.87
6,133
8,557
820.0
4,662
8,481
816.5
1.5
1.25
3:1
1.50
15.00
SK21
Pre -Construction
---
5.72
17.16
5,577
6,522
818.0
8,802
9,391
814.5
2.0
1.75
3:1
1.50
10.00
SK22
Pre -Construction
---
4.99
12.62
4,102
4,714
811.0
4,374
5,021
807.5
1.5
1.25
3:1
1.50
10.00
SK23
Pre -Construction
---
9.64
36.06
11,720
11,839
810.0
9,558
12,811
806.5
2.0
1.75
3:1
1.50
11.00
SK24
Pre -Construction
---
3.94
13.54
4,401
4,443
810.0
2,466
3,623
806.5
1.5
1.00
3:1
1.50
10.00
SK25
Pre -Construction
---
9.99
20.45
6,647
6,866
820.0
2,754
6,427
816.5
1.5
1.00
3:1
1.50
10.00
SK25
Operational
90,91
4.46
15.77
5,125
6,866
820.0
3,258
6,427
816.5
1.5
1.00
3:1
1.50
10.00
SK26
Pre -Construction
---
4.29
18.59
6,042
6,255
846.0
7,722
10,911
843.5
2.0
1.50
3:1
1.50
10.00
SK27
Pre -Construction
---
9.52
29.34
9,536
10,623
806.0
17,136
19,577
803.5
3.0
2.00
3:1
1.50
10.00
SK28
Pre -Construction
---
4.02
17.42
5,662
5,698
799.0
7,236
9,938
796.5
2.0
1.50
3:1
1.50
10.00
SK29
Pre -Construction
---
4.92
15.10
4,908
15,863
798.0
8,856
30,560
795.5
3.0
2.00
3:1
1.50
10.00
SK29
Operational
51, 51a, 52,53
8.64
36.31
15,795
15,863
798.0
15,552
30,560
795.5
3.0
2.00
3:1
1.50
10.00
SK30
Pre -Construction
---
2.33
10.09
3,280
4,503
833.0
4,194
7,802
830.5
1.5
1.25
3:1
1.50
10.00
SK32
Pre -Construction
---
9.01
40.20
13,065
13,957
789.0
17,982
18,713
788.5
4.0
2.00
3:1
1.50
10.00
SK33
Pre -Construction
---
7.11
30.80
1,010
11,813
776.0
12,798
14,623
771.0
3.0
1.75
3:1
1.50
10.00
SK36
Pre -Construction
---
3.66
15.86
5,155
5,235
814.0
6,588
7,301
810.5
2.0
1.50
3:1
1.50
10.00
SK37
Pre -Construction
---
8.57
37.13
12,067
12,894
798.0
15,426
15,962
793.0
3.0
2.00
3:1
1.50
10.00
SK38
Pre -Construction
---
1.91
8.27
2,688
3,646
762.0
3,438
3,946
758.5
2.0
1.00
3:1
1.50
10.00
SK39
Pre -Construction
---
2.30
9.96
3,237
4,025
766.0
4,500
4,597
762.5
2.0
1.25
3:1
1.50
10.00
SK40
Pre -Construction
---
1.57
6.80
2,210
4,025
770.0
2,826
3,472
766.0
1.5
1.00
3:1
1.50
10.00
SK41
Pre -Construction
---
6.67
27.77
9,026
11,660
786.0
12,006
12,569
782.5
3.0
1.75
3:1
1.50
10.00
SK42
Pre -Construction
---
9.30
40.29
13,095
13,679
795.0
16,740
19,058
791.0
3.0
2.00
3:1
1.50
10.00
SK43
Pre -Construction
---
8.06
34.92
11,349
13,679
777.0
14,508
19,058
773.0
3.0
2.00
3:1
1.50
10.00
SK44
Pre -Construction
---
1.38
5.98
1,944
3,959
773.0
2,484
3,055
769.5
1.5
1.00
3:1
1.50
10.00
SK45
Pre -Construction
---
4.52
19.58
6,364
6,373
773.0
8,136
8,865
769.5
3.0
1.50
3:1
1.50
10.00
SK46
Pre -Construction
---
3.23
13.99
4,547
5,235
775.0
5,814
5,856
771.0
3.0
1.25
3:1
1.50
10.00
SK47
Pre -Construction
---
1.26
5.46
1,775
4,025
847.0
2,268
3,053
843.5
3.0
0.75
3:1
1.50
10.00
SK48
Pre -Construction
---
9.99
43.28
14,066
14,512
836.0
17,982
20,456
832.0
4.0
2.00
3:1
1.50
10.00
SK49
Pre -Construction
---
9.54
41.33
13,433
13,679
838.0
17,172
19,058
834.0
4.0
2.00
3:1
1.50
10.00
SK50
Pre -Construction
---
3.89
12.35
4,014
7,623
870.0
7,002
7,465
866.5
2.0
1.50
3:1
1.50
10.00
SK51
I Pre -Construction
8.84
38.30
12,448
13,679
879.0
15,912
19,058
875.0
3.0
2.00
3:1
1.50
11.00
SK52
Pre -Construction
---
9.35
40.51
13,166
13,679
861.0
16,830
19,058
857.0
4.0
2.00
3:1
1.50
15.00
SK53
Pre -Construction
---
9.50
41.16
13,377
13,679
861.0
17,100
19,058
857.0
4.0
2.00
3:1
1.50
12.50
SK54
Pre -Construction
---
9.25
40.07
13,023
13,679
829.0
16,650
19,058
825.0
4.0
2.00
3:1
1.50
33.50
SK55
Pre -Construction
---
9.80
42.46
13,800
13,954
815.0
17,640
19,519
811.0
4.0
2.00
3:1
1.50
10.00
SK56
Pre -Construction
---
3.29
14.25
4,632
6,373
795.0
5,922
6,819
791.0
3.0
1.25
3:1
1.50
10.00
SK57
Pre -Construction
---
9.99
43.28
14,066
14,738
777.0
18,000
18,296
773.0
4.0
2.00
3:1
1.50
10.50
SK58
Pre -Construction
---
9.09
39.38
12,799
13,954
757.0
16,362
19,518
753.0
4.0
2.00
3:1
1.50
14.50
SK59
Pre -Construction
---
2.43
10.53
3,423
4,503
762.0
4,374
5,013
758.0
4.0
1.00
3:1
1.50
10.00
SK60
Pre -Construction
---
2.08
9.01
2,929
4,503
767.0
3,744
4,966
763.5
3.0
1.00
3:1
1.50
10.00
SK61
Pre -Construction
---
2.30
9.96
3,237
4,503
769.0
4,140
4,967
765.5
3.0
1.00
3:1
1.50
10.00
SK62
Pre -Construction
---
9.47
41.03
13,335
13,954
786.0
17,046
19,519
782.0
4.0
2.00
3:1
1.50
24.00
SK63
Pre -Construction
---
2.79
12.09
3,930
4,476
812.0
5,022
4,966
808.5
2.0
1.25
3:1
1.50
10.00
SK64
Pre -Construction
---
8.68
37.60
12,220
13,954
794.0
15,624
19,519
790.0
3.0
2.00
3:1
1.50
10.00
SK65
Pre -Construction
---
6.88
39.55
12,854
13,954
817.0
16,434
19,519
813.0
4.0
2.00
3:1
1.50
10.50
SK66
Pre -Construction
---
5.61
23.60
7,670
11,813
791.0
12,744
14,622
786.0
3.0
1.75
3:1
1.50
10.00
SK67
Pre -Construction
---
6.79
30.20
9,815
11,813
797.0
12,546
14,622
792.0
3.0
1.75
31
1.50
10.00
SK68
I Pre -Construction
---
3.29
14.25
4,632
10,782
831.0
5,922
1 14,267
827.0
4.0
1 1.75
1 3:1
1 1.50
10.00
SK68
Operational
42A, 42B, 42C, 42D
7.26
31.45
10,222
10,782
831.0
13,068
14,267
827.0
4.0
1 1.75
1 3:1
1 1.50
10.00
SK69
Pre -Construction
---
3.90
16.90
5,493
6,373
832.0
7,020
8,865
828.5
4.0
1.25
3:1
1.50
10.00
SK70
I Pre -Construction
---
2.20
9.53
1 3,098
5,087
848.0
13,960
4,772
842.5
1 3.0
1 1.00
3:1
1.SO
10.00
SKIMMER BASIN SUMMARY TABLE
CULVERT
I.D.
CONTRIBUTING
AREA (AC.)
DESIGN STORM
EVENT (YR)
DESIGN
FLOW (CFS)
PIPE
CAPACITY
(CFS)
DIAMETER
(IN.)
LENGTH
(LF)
SLOPE
M
CULVERT
MATERIAL
C-1
26.35
25
75.73
100.11
42
223
3.1
CMP
C-2
5.30
25
22.29
40.15
30
158
3.0
CMP
C-31
7.04
25
34.15
154.03
48
500
3.6
CMP
C-4
23.64
25
89.95
114.81
48
300
2.0
CMP
C-5
13.31
25
50.77
56.86
42
60
1.0
CMP
C-6
4.81
100
27.10
57.25
30
227
6.1
CMP
C-7
36.21
100
163.30
301.65
60
331
4.2
CMP
C-8
3.23
25
13.99
24.26
24
120
3.61
CMP
C-91
1.09
25
33.73
37.70
36
112
1.0
CMP
C-10
1.60
25
6.93
13.41
18
116
5.1
CMP
C-11
13.42
25
25.81
50.79
30
203
4.8
CMP
C-13
272.49
100
525.14
1,640.73
2- 60 x 12O
180
4.2
CONCRETE BOX
C-14
1.62
25
7.02
7.51
18
132
1.6
CMP
C-15
0.58
25
33.73
79.07
36
148
4.4
CMP
C-16
0.65
25
33.73
100.44
36
225
7.1
CMP
C-17
16.28
25
71.26
101.72
42
158
3.2
CMP
C-18
3.96
25
13.61
15.66
24
117
1.5
CMP
C-19
9.64
25
36.06
114.96
36
73
9.3
CMP
C-20
2.19
25
7.87
22.14
24
1111
3.0
CMP
C-21
0.50
25
1.94
22.14
24
94
3.0
CMP
C-22
0.77
25
2.99
43.73
24
67
11.7
CMP
C-23
0.79
25
3.01
22.14
24
83
3.0
CMP
C-24
1.27
25
5.50
15.37
18
84
6.7
C-25
16.37
100
76.97
88.09
42
248
2.4
=CMP
CULVERT SUMMARY TABLE
SEDIMENT
BASIN I.D.
Design Phase
OPERATIONAL
DRAINAGE AREA NO.
DRAINAGEAREA
ACREAGE
DISTURBANCE
ACREAGE
Q25 (cfs)
REQUIRED
SURFACE
AREA (sf)
PROVIDED
SURFACE
AREA (sf)
PROVIDED
SURFACE AREA
ELEVATION (ft)
REQUIRED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME
ELEVATION (ft)
SKIMMER
SIZE (in)
ACTUAL
ORFICE
DIAMETER
(in)
SB-1
Pre -Construction
---
27.50
27.50
76.61
33,326
35,187
814.0
49,500
187,744
811.18
5.0
3.50
SB-1
Operational - Phase 1
2, 4, 4a, 4b
18.43
18.43
80.58
1 35,053
35,187
814.0
33,174
187,744
811.18
5.0
3.50
SB-1
Operational
2, 4, 4a, 4b
18.43
18.43
79.84
34,731
35,187
814.0
33,174
187,744
811.18
5.0
3.50
SB-2
Pre -Construction
---
17.61
17.61
47.25
20,554
43,988
841.0
31,698
175,534
835.00
6.0
3.50
SB-2
Operational - Phase 1
1, 3, 3a, 5, 6
22.01
22.01
95.35
41,478
43,988
841.0
39,618
175,534
835.00
6.0
3.50
SB-2
Operational
1, 3, 3a, 5, 6
31.87
31.87
96.54
41,995
43,988
841.0
57,366
175,534
835.00
6.0
3.50
SB-3
Pre -Construction
---
1 20.33
20.33
59.48
25,874
35,055
804.0
36,594
119,319
799.27
5.0
3.00
SB-3
Operational - Phase 1
6a, 7, 8, 9, 13
18.28
18.28
79.19
34,448
35,055
804.0
32,904
119,319
799.27
5.0
3.00
SB-3
Operational
6a, 7, 8, 13, 13a
15.22
15.22
65.94
28,684
35,055
804.0
27,396
119,319
799.27
5.0
3.00
SB-4
Pre -Construction
---
18.20
18.20
56.33
24,504
56,915
798.0
32,760
202,554
793.02
6.0
3.25
SB-4
Operational - Phase 1
10, 11, 12, 14, 15
29.97
29.97
129.84
56,480
56,915
798.0
53,946
202,554
793.02
6.0
3.25
SB-4
Operational
10, 11, 12, 14, 15
22.51
22.51
97.52
42,421
56,915
798.0
40,518
202,554
793.02
6.0
3.25
SB-5
Pre -Construction
---
3.16
3.16
13.69
5,956
15,408
855.0
5,688
58,623
851.48
3.0
1.75
SB-S
Operational - Phase 1
16,17
3.92
3.92
16.98
7,387
15,408
855.0
7,056
58,623
851.48
3.0
1.75
SB-5
Operational
16,17
7.43
7.43
32.19
14,003
151408
855.0
13,374
58,623
851.48
3.0
1.75
SB-6
Pre -Construction
---
12.94
12.94
38.20
16,617
18,916
852.0
23,292
76,914
848.51
4.0
2.25
SB-6
Operational - Phase 1
18,19
6.82
6.82
29.55
12,854
18,916
852.0
12,276
1 76,914
848.51
4.0
2.25
SB-6
Operational
18,19
9.02
9.02
39.08
17,000
18,916
852.0
16,236
76,914
848.51
4.0
2.25
SB-7
Pre -Construction
---
12.34
12.34
36.14
15,721
30,402
850.0
22,212
129,713
846.34
4.0
2.50
SB-7
Operational - Phase 1
20,21
15.75
15.75
68.23
29,680
30,402
850.0
28,350
129,713
846.34
4.0
2.50
SB-7
Operational
20,21
15.60
15.60
67.58
29,397
30,402
850.0
28,080
129,713
846.34
4.0
2.50
SB-8
Pre -Construction
---
4.42
4.42
14.03
6,104
24,265
880.0
7,956
118,352
877.45
4.0
2.25
SB-8
Operational
22,23
11.40
11.40
49.39
21,485
24,265
880.0
20,520
118,352
877.45
4.0
2.25
SB-9
Pre -Construction
11.87
11.87
35.26
15,338
21,942
860.0
21,366
81,166
856.07
4.0
2.25
SB-9
Operationa
24,25
11.27
11.27
48.82
21,237
21,942
860.0
20,286
81,166
856.07
4.0
2.25
SB-10
Pre -Construction
---
19.17
19.17
60.84
26,466
27,460
814.0
34,516
102,017
811.18
4.0
2.75
SB-10
Operational
26, 26a, 27
14.50
14.50
62.82
27,327
27,460
819.5
26,100
102,017
815.88
4.0
2.75
SB-11
Pre -Construction
---
7.30
7.30
31.62
13,755
14,178
780.0
13,140
52,881
776.27
3.0
2.00
SB-11
Operational
28, 29, 30, 31, 38
7.50
7.50
32.49
14,133
14,178
780.0
13,500
52,881
776.27
3.0
2.00
SB-12
Pre -Construction
---
22.54
22.54
76.42
33,243
33,943
760.0
40,572
116,762
756.31
4.0
2.50
SB-12
Operational
32, 33, 34, 35, 36, 39
14.02
14.02
57.96
25,213
1 33,943
760.0
25,236
116,762
756.31
4.0
2.50
SB-14
Pre -Construction
---
51.66
51.66
149.38
64,980
73,487
798.0
92,988
363,726
792.50
6.0
5.00
SB-14
Operational
40, 43, 44, 45, 46, 47, 48,
49, 50, 50a, 50b
47.19
47.19
166.43
72,397
73,487
798.0
84,942
363,726
792.50
6.0
5.00
SB-16
Pre -Construction
---
17.78
17.78
55.84
24,290
32,527
836.0
32,044
129,412
832.00
6.0
2.75
SB-16
Operational
40a, 41a, 41, 42
17.93
17.93
73.37
31,916
32,527
836.0
34,308
129,412
832.00
6.0
2.75
SB-17
Operational
1 86
10.02
10.02
30.22
1 13,146
1 13,883
1 854.0
18,036
35,129
850.30
4.0
2.00
SB-18
Pre -Construction
---
47.11
31.62
224.60 1
97,701
110,664
1 792.0
56,916
458,905
787.00
6.0
3.50
SB-18
Operational
56, 57, 63, 64, 65, 67, 96,
97, 98, 99, 100, 101a, 101
56.03
34.03
254.17
110,564
110,664
792.0
61,254
458,905
787.00
6.0
3.50
SEDIMENT BASIN SUMMARY TABLE
SEDIMENT
TRAP I.D.
PHASE
DRAINAGE
AREA
ACREAGE
025(cfs)
REQUIRED
SURFACE
AREA (sf)
PROVIDED
SURFACE
AREA (sf)
PROVIDED
SURFACE AREA
ELEVATION (ft)
REQUIRED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME (cf)
PROVIDED
STORAGE
VOLUME
ELEVATION (ft)
ST-100
Pre -Construction
0.62
2.69
1,171
1,377
807.0
2,232
2,263
805.5
ST-101
Pre -Construction
0.99
4.29
1,867
2,179
804.0
3,564
3,596
802.5
ST-102
Pre -Construction
0.69
2.99
1,301
1 1,512
805.0
2,484
2,485
803.5
ST-103
Pre -Construction
0.77
3.34
1,453
1,702
804.0
2,772
2,799
802.5
ST-104
Pre -Construction
0.59
2.56
1,114
1,512
809.0
2,124
2,485
807.5
ST-105
Pre -Construction
0.94
4.07
1,771
2,179
880.0
3,384
3,596
878.5
ST-106
Pre -Construction
0.99
4.29
1,867
2,179
831.0
3,564
3,596
878.5
ST-107
Pre -Construction
0.36
1.56
679
933
845.0
1,296
1,531
843.5
ST-108
Pre -Construction
0.74
3.21
1,397
1,702
846.0
2,664
2,799
844.5
ST-109
Pre -Construction
0.75
3.25
1,414
1,702
850.0
2,700
2,799
844.5
ST-110
Pre -Construction
0.39
1.69
1 736
933
797.0
1,404
1,532
795.5
ST-112
Pre -Construction
0.85
3.68
1 1,601
1,644
755.0
3,060
3,127
753.5
SEDIMENT TRAP SUMMARY TABLE
PIPE SIZE
ENERGY
RIP RAP
UPSTREAM
DOWNSTREAM
STRUCTURE
LENGTH (ft)
DEPTH (in)
(in)
DISSIPATOR
CLASS
WIDTH (ft)
WIDTH (ft)
Rip Rap Outlet
SEDIMENT BASIN
30
Protection
1
22
7.5
24
24
Rip Rap Outlet
SKIMMER BASIN
24
Protection
B
20
6
22
24
SEDIMENT TRAP
Outlet Splash
HAUL ROAD DITCH
12
Pad/Plunge Pool
B
5
5
5
12
SLOPE DRAIN SUMMARY TABLE
STRUCTURE I.D.
RIP RAP CLASS
LENGTH (ft)
UPSTREAM
WIDTH (ft)
DOWNSTREAM
WIDTH (ft)
DEPTH (in)
SB-1
II
24
9.0
27
30
SB-2
II
24
9.0
27
30
SB-3
II
24
9.0
27
30
SB-4
II
26
10.5
30
36
SB-5
B
22
7.5
24
24
SB-6
B
22
7.5
24
24
SB-7
1
24
9.0
27
30
SB-8
1
22
7.5
24
24
SB-9
1
22
7.5
24
24
SB-10
1
24
9.0
27
30
SB-11
1
20
6.0
22
24
SB-12
1
24
9.0
27
30
SB-14
II
28
12.0
32
36
SB-16
1
24
9.0
27
30
SB-17
B
22
7.5
24
24
SB-18
II
26
10.5
30
36
C-1
1
26
10.5
30
36
C-2
B
16
4.5
18
24
C-3
B
28
12.0
32
36
C-4
II
28
12.0
32
36
C-5
1
26
10.5
30
36
C-6
B
22
7.5
24
24
C-7
II
32
15.0
37
36
C-8
B
20
6.0
22
24
C-9
B
24
9.0
27
30
C-10
B
16
4.5
18
24
C-11
B
22
7.5
24
24
C-14
B
16
4.5
18
24
C-15
B
24
9.0
27
30
C-17
1
26
10.5
30
36
C-19
B
24
9.0
27
30
C-23
B
20
6.0
22
24
C-25
I
1 26
1(l;
L 30
36
OUTLET PROTECTION SUMMARY TABLE
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SCREENING BERM DIVERSION DITCH DETAIL
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Area of Wetted Cross Section: 22.21
Channel Slope: 1.0000
V,
Manning's n of Channel: 0.0340
Discharge: 57.97 cfs
Depth of Flow: 0.50 feet
A
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Velocity: 2.61 fps
Channel Lining: D50 = 1.50 IN. RIP RAP (GROUTED)
Freeboard: 1.00 feet
TYPICAL LOW WATER CROSSING DRIVE THRU DETAIL
NOT TO SCALE
1�1111i!!/1
I hereby certify that this document was �•CANp�'�,
prepared by me or under my direct personal f,
supervision and is correct to the best of my Q'fl�5rp'••� :J
knowledge and belief and that I am a duly ' �r Qg� •:�
SEAL
licensed Professional Engineer under the = = 048820 =
laws of the State of North Carolina. :, Q••;'
(Signature) �'�z�l+j! $ •1�,�+`�
Date: 06/07/2022 �A,r_ �(� �� ►t i i �,���'
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SHEET NUMBER
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Plan Wew
Inflow
struCTUre
Avarlage _ �" �
Width W L
Area of bosin ware, surface or
top of principal spillway elevat Ion
RafNes
Emergency
sPRlway
Inflow Ruffles
1' Freeboard Embankment
f
structure
I
i6.
,.ne 6" mrn ,In rt InvatlonD
elc"as� ncy splllivay
Fi i Espiiluayy
Sediment Cross -Section
storage zone
View
TYPICAL SKIMMER BASIN DETAIL
NOT TO SCALE
SKIMMER BASIN DESIGN AND CONSTRUCTION NOTES
1. SKIMMER BASINS DESIGNED WITH A TRAPEZOIDAL SPILLWAY WITH IMPERMEABLE MEMBRANE;
MAXIMUM DRAINAGE AREA OF 10 ACRES; MINIMUM VOLUME OF 1800 CUBIC FEET PER ACRE
OF DISTURBED AREA; MINIMUM SURFACE AREA OF 325 SQUARE FEET PER CFS OF Q25
PEAK INFLOW; MINIMUM LENGTH/WIDTH RATIO OF 2:1; MAXIMUM LENGTH RATIO OF 6: 1;
MINIMUM DEPTH OF 2 FEET; SKIMMER WITH ORIFICE WITH MINIMUM DEWATERING TIME OF 2
DAYS; AND 3 BAFFLES.
2. CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT
MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND
STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE
DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW
BASIN A MINIMUM OF 10 FEET FROM THE STRUCTURE AS NEEDED.
3. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY
VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN
LIFTS NOT TO EXCEED 9 INCHES AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6
INCHES TO ALLOW FOR SETTLEMENT.
4. SHAPE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM
SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR
PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
5. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH
FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND,
GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL
AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND THE
PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE
TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN
COMPACTING UNDER THE PIPE HAUNCHES. PLACE A MINIMUM DEPTH OF 2 FEET OF
COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION
EQUIPMENT. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH
THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
6. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
7. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT
THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND
POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A
ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED
TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.
8. EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST
EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND
ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF
THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE
GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM
AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE
EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BE LONG
ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO TABLE GROUND. THE WIDTH OF THE
FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER
THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF
THE SPILLWAY, MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE
UPPER SECTION(S) SHOULD OVERLAP THE LOWER SECTION(S) SO THAT WATER CANNOT
FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A
TRENCH WITH STAPLES OR PINS. (ADAPTED FROM "A MANUAL FOR DESIGNING, INSTALLING
AND MAINTAINING SKIMMER SEDIMENT BASINS." FEBRUARY, 1999, J.W. FAIRCLOTH & SON.).
9. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE
TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT
SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP
EFFICIENCY.
10. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS
MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT
BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL
OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY
AFTER CONSTRUCTION.
11. INSTALL POROUS BAFFLES AS SPECIFIED ON THE DETAILS SHEET OF THESE PLANS.
12. 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 STABILIZE PROPERLY.
SKIMMER BASIN MAINTENANCE NOTES
1. INSPECT SKIMMER BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH
OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE
THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE
HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN,
NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE VEGETATION GROWING IN
THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS
FLOWING UNDERNEATH OR AROUND THEM.
3. IF THE SKIMMER IS CLOGGED WITH TRASH OR THERE IS WATER IN THE BASIN, USUALLY
JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE
DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE
SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
SKIMMER TO SEE IF IT IS CLOGGED; IF SO, REMOVE THE DEBRIS.
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND
THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE
SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH
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.
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
PLUGGING WITH ICE.
20'
2 i���i�,�i��iw���i��i���
y , ,y
140'
TYPICAL SCREENING BERM DETAIL
NOT TO SCALE
1245mr�f h]CDOT #5
or #51 was ed stone
3600 cu ftyncra _
------------
L5' min.
�ti • , �,"R,� c? f 5
fi fifer
fabric
Design settled 2� Orefii 116' for
to fi. settlement
_,, p Phan View r
. - by-
4, . } L ErOeryenry below
� ___-__ 5' _ - min. Pass6 top
_ z Fla 3.5' __. _________ • _ settled tap of
to 3 n�jj � i• dam
I ti9
1 �'� idaturGl
Ground
f fTer 3'
fabric min,
Figure 6.BDa Plan hew and cross-sectlau view of a temporary secilment trao.
TYPICAL SEDIMENT TRAP DETAIL
NOT TO SCALE
SEDIMENT TRAP DESIGN AND CONSTRUCTION NOTES
1. SEDIMENT TRAPS DESIGNED WITH A STONE SPILLWAY WITH MAXIMUM DRAINAGE AREA OF 1
ACRE; MINIMUM VOLUME OF 3600 CUBIC FEET PER ACRE OF DISTURBED AREA; MINIMUM
SURFACE AREA OF 435 SQUARE FEET PER CFS OF Q25 PEAK INFLOW; MINIMUM
LENGTH/WIDTH RATIO OF 2:1; MINIMUM DEPTH OF 3.5 FEET, 1.5 FEET EXCAVATED BELOW
GRADE; MAXIMUM HEIGHT - WEIR ELEVATION 3.5 FEET ABOVE GRADE; AND 3 BAFFLES.
2. CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT
MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND
STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE
DESIGNATED DISPOSAL AREA.
3. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY
VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN
LIFTS NOT TO EXCEED 9 INCHES AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6
INCHES TO ALLOW FOR SETTLEMENT.
4. CONSTRUCT THE OUTLET SECTION IN THE EMBANKMENT. PROTECT THE CONNECTION
BETWEEN THE RIPRAP AND THE SOIL FROM PIPING BY USING FILTER FABRIC OR A KEYWAY
CUTOFF TRENCH BETWEEN THE RIPRAP STRUCTURE AND SOIL: 1) PLACE THE FILTER FABRIC
BETWEEN THE RIPRAP AND THE SOIL. EXTEND THE FABRIC ACROSS THE SPILLWAY
FOUNDATION AND SIDES TO THE TOP OF THE DAM; OR 2) EXCAVATE A KEYWAY TRENCH
ALONG THE CENTER LINE OF THE SPILLWAY FOUNDATION EXTENDING UP THE SIDES TO THE
HEIGHT OF THE DAM. THE TRENCH SHOULD BE AT LEAST 2 FEET DEEP AND 2 FEET WIDE
WITH 1:1 SIDE SLOPES.
5. CLEAR THE POND AREA BELOW THE ELEVATION OF THE CREST OF THE SPILLWAY TO
FACILITATE SEDIMENT CLEANOUT.
6. ALL CUT AND FILL SLOPES SHOULD BE 2:1 OR FLATTER.
7. ENSURE THAT THE STONE (DRAINAGE) SECTION OF THE EMBANKMENT HAS A MINIMUM
BOTTOM WIDTH OF 3 FEET AND MAXIMUM SIDE SLOPES OF 1:1 THAT EXTEND TO THE
BOTTOM OF THE SPILLWAY SECTION.
8. CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWN ON THE
PLANS, WITH 2:1 SIDE SLOPES EXTENDING TO THE TOP OF THE OVER FILLED EMBANKMENT.
KEEP THE THICKNESS OF THE SIDES OF THE SPILLWAY OUTLET STRUCTURE AT A MINIMUM
OF 21 INCHES. THE WEIR MUST BE LEVEL AND CONSTRUCTED TO GRADE TO ASSURE
DESIGN CAPACITY.
9. MATERIAL USED IN THE STONE SECTION SHOULD BE A WELL -GRADED MIXTURE OF STONE
WITH A d50 SIZE OF 9 INCHES (CLASS B EROSION CONTROL STONE IS RECOMMENDED)
AND A MAXIMUM STONE SIZE OF 14 INCHES. THE STONE MAY BE MACHINE PLACED AND
THE SMALLER STONES WORKED INTO THE VOIDS OF THE LARGER STONES. THE STONE
SHOULD BE HARD, ANGULAR, AND HIGHLY WEATHER -RESISTANT.
10. DISCHARGE INLET WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE
TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT
SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP
EFFICIENCY.
11. ENSURE THAT THE STONE SPILLWAY OUTLET SECTION EXTENDS DOWNSTREAM PAST THE TOE
OF THE EMBANKMENT UNTIL STABLE CONDITIONS ARE REACHED AND OUTLET VELOCITY IS
ACCEPTABLE FOR THE RECEIVING STREAM. KEEP THE EDGES OF THE STONE OUTLET
SECTION FLUSH WITH THE SURROUNDING GROUND, AND SHAPE THE CENTER TO CONFINE
THE OUTFLOW STREAM.
12. DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS SO
THAT FLOW WILL NOT DAMAGE THE EMBANKMENT.
13. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND
DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER CONSTRUCTION.
14. SHOW THE DISTANCE FROM THE TOP OF THE SPILLWAY TO THE SEDIMENT CLEANOUT LEVEL
(ONE-HALF THE DESIGN DEPTH) ON THE PLANS AND MARK IT IN THE FIELD.
15. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE STANDARDS AND SPECIFICATIONS 6.65
OF THE NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
SEDIMENT TRAP MAINTENANCE NOTES
1. INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
(ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE
SEDIMENT AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT
ACCUMULATES TO ONE-HALF THE HEIGHT OF THE DESIGN DEPTH OF THE TRAP. PLACE THE
SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA, AND REPLACE THE PART
OF THE GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT.
2. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE
DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FEET BELOW THE LOW POINT
OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO
SLIGHTLY ABOVE DESIGN GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE
REPLACED IMMEDIATELY.
3. AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE
THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE
ADJOINING AREAS, AND STABILIZE PROPERLY.
OBE
RUCTED OF EARTH
LDERS
TYPICAL HIGHWALL BERM DETAIL
NOT TO SCALE
STEEL POSTS f4LIANTITY VAR.I
PLASTIC5tOPE DRAIN PIPE
PRACTICE STANDARD 6 Wi
OR
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1.1
TYPICAL SEDIMENT BASIN DETAIL
NOT TO SCALE
SEDIMENT BASIN DESIGN AND CONSTRUCTION NOTES
1. SKIMMER BASINS DESIGNED WITH A RISER/BARREL PIPE PRINCIPAL SPILLWAY AND
TRAPEZOIDAL EMERGENCY SPILLWAY; MAXIMUM DRAINAGE AREA OF 100 ACRES; MINIMUM
VOLUME OF 1800 CUBIC FEET PER ACRE OF DISTURBED AREA; MINIMUM SURFACE AREA OF
435 SQUARE FEET PER CFS OF Q25 PEAK INFLOW; MINIMUM LENGTH/WIDTH RATIO OF 2:1;
MAXIMUM LENGTH RATIO OF 6:1; MINIMUM DEPTH OF 2 FEET; SKIMMER WITH ORIFICE WITH
MINIMUM DEWATERING TIME OF 3 DAYS; AND 3 BAFFLES.
2. SITE PREPARATION - CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL
TREES, VEGETATION AND ROOTS. AND OTHER OBJECTIONABLE MATERIAL. DELAY CLEARING
THE POOL AREA UNTIL THE DAM IS COMPLETE AND THEN REMOVE BRUSH, TREES, AND
OTHER OBJECTIONABLE MATERIALS TO FACILITATE SEDIMENT CLEANOUT. STOCKPILE ALL
TOPSOIL OR SOIL CONTAINING ORGANIC MATTER FOR USE ON THE OUTER SHELL OF THE
EMBANKMENT TO FACILITATE VEGETATIVE ESTABLISHMENT. PLACE TEMPORARY SEDIMENT
CONTROL MEASURES BELOW THE BASIN AS NEEDED.
3. CUT-OFF TRENCH - EXCAVATE A CUT-OFF TRENCH ALONG THE CENTER LINE OF THE
EARTH FILL EMBANKMENT. CUT THE TRENCH TO STABLE SOIL MATERIAL, BUT IN NO CASE
MAKE IT LESS THAN 2 FEET DEEP. THE CUT-OFF TRENCH MUST EXTEND INTO BOTH
ABUTMENTS TO AT LEAST THE ELEVATION OF THE RISER CREST. MAKE THE MINIMUM BOTTOM
WIDTH WIDE ENOUGH TO PERMIT OPERATION OF EXCAVATION AND COMPACTION EQUIPMENT,
BUT IN NO CASE LESS THAN 2 FEET. MAKE SIDE SLOPES OF THE TRENCH NO STEEPER
THAN 1:1. KEEP THE TRENCH DRY DURING BACKFILLING AND COMPACTION OPERATIONS.
4. EMBANKMENT - TAKE FILL MATERIAL FROM THE APPROVED AREAS SHOWN ON THE PLANS.
IT SHOULD BE CLEAN MINERAL SOIL, FREE OF ROOTS, WOODY VEGETATION, ROCKS, AND
OTHER OBJECTIONABLE MATERIAL. SCARIFY AREAS ON WHICH FILL IS TO BE PLACED BEFORE
PLACING FILL. THE FILL MATERIAL MUST CONTAIN SUFFICIENT MOISTURE SO IT CAN BE
FORMED BY HAND INTO A BALL WITHOUT CRUMBLING. IF WATER CAN BE SQUEEZED OUT OF
THE BALL, IT IS TOO WET FOR PROPER COMPACTION. PLACE FILL MATERIAL IN 6 TO 8 INCH
CONTINUOUS LAYERS OVER THE ENTIRE LENGTH OF THE FILL AREA AND COMPACT IT.
COMPACTION MAY BE OBTAINED BY ROUTING THE CONSTRUCTION HAULING EQUIPMENT OVER
THE FILL SO THAT THE ENTIRE SURFACE OF EACH LAYER IS TRAVERSED BY AT LEAST ONE
WHEEL OR TREAD TRACK OF HEAVY EQUIPMENT, OR A COMPACTOR MAY BE USED.
CONSTRUCT THE EMBANKMENT TO AN ELEVATION 10 PERCENT HIGHER THAN THE DESIGN
HEIGHT TO ALLOW FOR SETTLING.
5. CONDUIT SPILLWAYS - SECURELY ATTACH THE RISER TO THE BARREL OR BARREL STUB TO
MAKE A WATERTIGHT STRUCTURAL CONNECTION. SECURE ALL CONNECTIONS BETWEEN BARREL
SECTIONS BY APPROVED WATERTIGHT ASSEMBLIES. PLACE THE BARREL AND RISER ON A
FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH
AS SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE OR ANTI -SEEP
COLLARS. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS, AND
COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE
ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM FIRM
CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES. PLACE A
MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE
CROSSING IT WITH CONSTRUCTION EQUIPMENT. ANCHOR THE RISER IN PLACE BY CONCRETE
OR OTHER SATISFACTORY MEANS TO PREVENT FLOTATION. IN NO CASE SHOULD THE PIPE
CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT
IS COMPLETE.
6. EMERGENCY SPILLWAY - INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED SOIL. THE
ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT
CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE EMERGENCY
SPILLWAY.
7. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE
DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER
END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.
8. INSTALL POROUS BAFFLES AS SPECIFIED ON THE DETAILS SHEET OF THESE PLANS.
9. SAFETY - SEDIMENT BASINS MAY ATTRACT CHILDREN AND CAN BE DANGEROUS. AVOID
STEEP SIDE SLOPES, AND FENCE AND MARK BASINS WITH WARNING SIGNS IF TRESPASSING
IS LIKELY. FOLLOW ALL STATE AND LOCATE REQUIREMENTS.
SEDIMENT BASIN MAINTENANCE NOTES
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND
RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO
ONE-HALF THE DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH SEDIMENT
CONTROLS.
2. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA.
Simplified Te-_hnical drawing
rosy
POST SPACING 4560rnm ofc (MAX.) j
r (TYPICAL) `I
I I
1C I I i�ALV_ =L P051 FI i
I
L4 J�Ci?fTE F0071NG L
TYPICAL SCREENING (SOUND) WALL DETAIL
NOT TO SCALE
Cnlnpaclbd A00 2'
Ion W
18" min 4�
�Ifll�ll4^�. 11�-l-ll! �'Illl • 1il i
�
it 6' IypLGa] }
Figure 6.20a T6mpmary eanlFen drar%Eon dke.
Coarse aggregate 1 ■
3-1 max
18" m1n rr'=
�---^ 9'typiCalIT
r I
Figure 5.206 Temporary gravel divenwon dike far vehicle crossing (wodllied lmm Va SWGC).
TYPICAL TEMPORARY DIVERSION
NOT TO SCALE
TEMPORARY DIVERSION DESIGN AND CONSTRUCTION NOTES
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER
OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN
PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND
CLEANOUT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND
CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE
LESS THAN 30 WORKING DAYS.
TEMPORARY DIVERSION MAINTENANCE NOTES
1. INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY
REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY
CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS
PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE
NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE.
Seep Gut
or fi4
slope „ r
►1 -e 2 ' Tnin toy
Froeti D
\17
}��=�1f�lii 14 1
1I171�iIr'Fisil'rr,�
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or natter
TYPICAL PERMANENT DIVERSION
NOT TO SCALE
TEMPORARY DIVERSION DESIGN AND CONSTRUCTION NOTES
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, OR OTHER
OBJECTIONABLE MATERIAL. FILL AND COMPACT ALL DITCHES, SWALES, OR GULLIES THAT WILL
BE CROSSED To NATURAL GROUND LEVEL OR ABOVE.
2. JUST BEFORE PLACEMENT OF FILL, THE BASE OF THE RIDGE SHOULD BE DISKED BY
MACHINERY.
3. EXCAVATE, SHAPE, AND STABILIZE THE DIVERSION TO LINE, GRADE, AND CROSS SECTION.
4. COMPACT THE RIDGE TO PREVENT UNEQUAL SETTLEMENT, AND TO PROVIDE STABILITY
AGAINST SEEPAGE.
5. VEGETATIVELY STABILIZE THE DIVERSION AFTER ITS INSTALLATION.
PERMANENT DIVERSION MAINTENANCE NOTES
1. INSPECT PERMANENT DIVERSIONS AFTER EVERY RAINFALL DURING THE CONSTRUCTION
OPERATION. IMMEDIATELY REMOVE ANY OBSTRUCTIONS FROM THE FLOW AREA, AND REPAIR
THE DIVERSION RIDGE. CHECK OUTLETS, AND MAKE TIMELY REPAIRS AS NEEDED. MAINTAIN
THE VEGETATION IN A VIGOROUS, HEALTHY CONDITION AT ALL TIMES.
INSTALL ENERC'f DISSIPATER AT ALL
FLLIWT TR BENGH I ERSECTIQN5
¢iTGH OUTSLO'E =-
TYPICAL FLUME DETAIL
NOT TO SCALE
FLUME NOTES
1. UPON PLACEMENT OF MATERIAL AND FINALIZATION OF SLOPE, ENSURE ALL OBSTRUCTIONS
ARE REMOVED FROM THE FLUME CHANNEL AREA.
2. CONSTRUCT FLUME CHANNEL TO THE DIMENSIONS AS SHOWN ON THE DESIGN DETAILS. THE
CONSTRUCTED CHANNEL SHALL BE FREE FLOWING WITH LOW SPOTS NOT TO EXCEED 0.2
FEET IN DEPTH.
3. INSPECT FLUME CHANNEL INLET AND OUTLET POINT REGULARLY AND AFTER STORM EVENTS.
DISCHARGE TO A
ENERGY DISSIPATE
,.rctFAOE
LEVEL
°T SECTION VIEW
BERM
IV VIVILIIIIV VILVV
MINIMUM
BASS B STONE
c
A
EARTH BERM DITCH BLOB(
Q
Ln
a�
6.0 FT. MIN.
SUMP LOCATION 2.0 FT. MIN.
a�
111111-
DIM-
o
SLOPE DRAIN
0
6
z
TOP OF BERM
SEE TABLE FOR
ENERGY DISSIPATER
INLET PROTECTION DETAIL
TYPICAL SLOPE DRAIN DETAIL
NOT TO SCALE
SLOPE DRAIN DESIGN AND CONSTRUCTION NOTES
1. PLACE SLOPE DRAINS ON UNDISTURBED SOIL OR WELL COMPACTED FILL AT LOCATIONS AND
ELEVATIONS SHOWN ON THE PLAN.
2. SLIGHTLY SLOPE THE SECTION OF PIPE UNDER THE DIKE TOWARD ITS OUTLET.
3. HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN LIFTS NOT TO
EXCEED 6 INCHES.
4. ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAS MINIMUM DIMENSIONS
OF 1.5 FEET DEPTH, 4 FEET TOP WIDTH, AND 3:1 SIDE SLOPES.
5. ENSURE THAT ALL SLOPE DRAIN CONNECTIONS AREA WATERTIGHT.
6. ENSURE THAT ALL FILL MATERIAL IS WELL -COMPACTED. SECURELY FASTEN THE EXPOSED
SECTION OF THE DRAIN TO GROMMETS OR STAKES SPACED NO MORE THAN 10 FEET APART.
7. EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE, AND ADEQUATELY PROTECT THE
OUTLET FROM EROSION.
8. MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAN 1 FEET ABOVE THE TOP OF
THE PIPE AT EVERY POINT.
9. IMMEDIATELY STABILIZE ALL DISTURBED AREAS FOLLOWING CONSTRUCTION.
SLOPE DRAIN MAINTENANCE NOTES
1. INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER EVERY RAINFALL, AND
PROMPTLY MAKE NECESSARY REPAIRS. WHEN THE PROTECTED AREA HAS BEEN
PERMANENTLY STABILIZED, TEMPORARY MEASURES MAY BE REMOVED, MATERIALS DISPOSED
OF PROPERLY, AND ALL DISTURBED AREAS STABILIZED APPROPRIATELY.
I hereby certify that this document was
■itil ElilEj/
��•CANp'',,
prepared by me or under my direct personal
�� f,
5 :J
supervision and is correct to the best of my
� Q 'O . %
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knowledge and belief and that I am a duly
_
SEAL =
licensed Professional Engineer under the
laws State Carolina.
= = 048820 =
of the of North
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13. t
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(Signature)
Date: 06/07/2022 r
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OOG-007

MIN. 14 GAUGE GALVANIZED WIRE FENCE
oP�
/ J0\`
c cc
Qc
c o c
aococ co
GEOTEXTILE FABRIC TO STABILIZE FOUNDATION
(ESPECIALLY IMPORTANT WHERE WETNESS IS
ANTICIPATED)
2-3" DIAMETER WASHED
STONE, 6" DEEP
PERSPECTIVE VIEW
TEMPORARY CONSTRUCTION ENTRANCE
DESIGN AND CONSTRUCTION NOTES
1o\MGM
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
2. PLACE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS,
AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE
OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION
IN LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
5. PAD LOCATION: LOCATE CONSTRUCTION ENTRANCES AND EXITS TO LIMIT SEDIMENT
FROM LEAVING THE SITE AND TO PROVIDE MAXIMUM UTILITY BY ALL CONSTRUCTION
VEHICLES. AVOID STEEP GRADES AND ENTRANCES AT CURVES IN PUBLIC ROADS.
6. WASHING: IF CONDITIONS AT THE SITE ARE SUCH THAT MOST OF THE MUD AND
SEDIMENT ARE NOT REMOVED BY VEHICLES TRAVELING OVER THE GRAVEL, THE
TIRES SHOULD BE WASHED. WASHING SHOULD BE DONE ON AN AREA STABILIZED
WITH CRUSHED STONE THAT DRAINS INTO A SEDIMENT TRAP OR OTHER SUITABLE
DISPOSAL AREA. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE
CONVENIENT AND EFFECTIVE.
TEMPORARY CONSTRUCTION ENTRANCE MAINTENANCE NOTES
1. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM
LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH
2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP
SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC
ROADWAYS.
CONSTRUCTION ENTRANCE DETAIL
NOT TO SCALE
1.5' MIN
PLAN VIEW
12" OF NCDOT #5
OR #57 WASHED STONE
CLASS B RIP -RAP
o�o,P
FILTER CLOTH
1.5'
4' TO 6'
CROSS-SECTION VIEW
L = THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION
V IL.JL vILVV
I
2' MAX AT
CENTER
ROCK CHECK DAM
DESIGN AND CONSTRUCTION NOTES
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER FABRIC FOUNDATION.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL WHERE THE DAM ABUTS THE
CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER FROM CUTTING AROUND THE ENDS OF THE
CHECK DAMS.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS THE SAME AS THE
TOE ELEVATION OF THE UPPER DAM.
5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD CAUSE EROSION.
6. MAKE SURE THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE CHECK DAMS, ARE NOT
SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES.
8. KEEP THE SIDE SLOPES OF THE DAM AT 2:1 OR FLATTER.
ROCK CHECK DAM MAINTENANCE NOTES
1. INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER)
RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG
THE CHANNEL WHEN NEEDED.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOS AROUND THE EDGES
OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL
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
THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER
THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
ROCK CHECK DAM DETAIL
NOT TO SCALE
PIEDMONT
L I T H I U
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
�q
PLAN
SILT FENCE
T-O" MIN. &
MAX.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
HIGH COHESIVE & LOW
SANDBAGS (TYP.) FILTRATION SOIL BERM
OR STAPLES
1:1
SIDE
CONCRETE CLEARLY MARKED
WASHOUT SIGNAGE NOTING
DEVICE (18"X24" MIN.)
10 MIL
PLASTIC
LINING
SECTION A -A
SANDBAGS (TYP.)
OR STAPLES
NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD.
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE MAINTAINED
WHEN THE LIQUID AND/OR SOLID REACHES 75% OF THE
STRUCTURES CAPACITY.
3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARLY MARKED
WITH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
NOT TO SCALE
PLAN
CLEARLY MARKED
SIGNAGE NOTING
DEVICE
(18"X24" MIN.)
CONCRETE
WASHOUT
SANDBAGS (TYP.)
OR STAPLES
SANDBAGS (TYP.)
10 MIL
- OR STAPLES
PLASTIC LININGjFHIGH
COHESIVE &
1:1 SIDE
LOW
SLOPE
FILTRATION SOIL
(TYP.)
BERM
3'-0" MIN. & X'
MAX.
SECTION B-B
NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD.
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE MAINTAINED WHEN
THE LIQUID AND/OR SOLID REACHES 75% OF THE STRUCTURES CAPACITY
TO PROVIDE ADEQUATE HOLDING CAPACITY WITH A MINIMUM 12 INCHES OF
FREEBOARD.
3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARLY MARKED WITH
SIGNAGE NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
CONCRETE WASHOUT
DESIGN AND CONSTRUCTION NOTES
NOT TO SCALE
1. DO NOT DISCHARGE CONCRETE OR CEMENT SLURRY FROM THE SITE.
2. DISPOSE OF, OR RECYCLE SETTLED, HARDENED CONCRETE RESIDUE IN
ACCORDANCE WITH LOCAL AND STATE SOLID WASTE REGULATIONS AND AT AN
APPROVED FACILITY.
3. MANAGE WASHOUT FROM MORTAR MIXERS IN ACCORDANCE WITH THE ABOVE ITEM
AND IN ADDITION PLACE THE MIXER AND ASSOCIATED MATERIALS ON IMPERVIOUS
BARRIER AND WITHIN LOT PERIMETER SILT FENCE.
4. INSTALL TEMPORARY CONCRETE WASHOUTS PER LOCAL REQUIREMENTS, WHERE
APPLICABLE. IF AN ALTERNATE METHOD OR PRODUCT IS TO BE USED, CONTACT
YOUR APPROVAL AUTHORITY FOR REVIEW AND APPROVAL. IF LOCAL STANDARD
DETAILS ARE NOT AVAILABLE, USE ONE OF THE TWO TYPES OF TEMPORARY
CONCRETE WASHOUTS PROVIDED ON THIS DETAIL.
5. DO NOT USE CONCRETE WASHOUTS FOR DEWATERING OR STORING DEFECTIVE
CURB OR SIDEWALK SECTIONS. STORMWATER ACCUMULATED WITHIN THE WASHOUT
MAY NOT BE PUMPED INTO OR DISCHARGED TO THE STORM DRAIN SYSTEM OR
RECEIVING SURFACE WATERS. LIQUID WASTE MUST BE PUMPED OUT AND
REMOVED FROM PROJECT.
6. LOCATE WASHOUTS AT LEAST 50 FEET FROM STORM DRAIN INLETS AND SURFACE
WATERS UNLESS IT CAN BE SHOWN THAT NO OTHER ALTERNATIVES ARE
REASONABLY AVAILABLE. AT A MINIMUM, INSTALL PROTECTION OF STORM DRAIN
INLET(S) CLOSEST TO THE WASHOUT WHICH COULD RECEIVE SPILLS OR OVERFLOW.
7. LOCATE WASHOUTS IN AN EASILY ACCESSIBLE AREA, ON LEVEL GROUND AND
INSTALL A STONE ENTRANCE PAD IN FRONT OF THE WASHOUT. ADDITIONAL
CONTROLS MAY BE REQUIRED BY THE APPROVING AUTHORITY.
8. INSTALL AT LEAST ONE SIGN DIRECTING CONCRETE TRUCKS TO THE WASHOUT
WITHIN THE PROJECT LIMITS. POST SIGNAGE ON THE WASHOUT ITSELF TO
IDENTIFY THIS LOCATION.
CONCRETE WASHOUT MAINTENANCE NOTES
1. REMOVE LEAVINGS FROM THE WASHOUT WHEN AT APPROXIMATELY 75% CAPACITY
TO LIMIT OVERFLOW EVENTS. REPLACE THE TARP, SAND BAGS OR OTHER
TEMPORARY STRUCTURAL COMPONENTS WHEN NO LONGER FUNCTIONAL. WHEN
UTILIZING ALTERNATIVE OR PROPRIETARY PRODUCTS, FOLLOW MANUFACTURER'S
INSTRUCTIONS.
2. AT THE COMPLETION OF THE CONCRETE WORK, REMOVE REMAINING LEAVINGS AND
DISPOSE OF IN AN APPROVED DISPOSAL FACILITY. FILL PIT, IF APPLICABLE, AND
STABILIZE ANY DISTURBANCE CAUSED BY REMOVAL OF WASHOUT.
CONCRETE WASHOUT DETAIL
NOT TO SCALE
"ROJECT MANAGER V.HAYNES,PE
PROJECT NUMBER 110302238
``0%III II II11////I
• _SS -.
SEAL
032062 =
�.,1 �G N
U
022
WITH MAX. 6" MESH SPACING SYNTHETIC FILTER FABRIC
(CERTIFIED TO MEET THE
4"x4" REINFORCED REQUIREMENTS OF ASTM D 6461)
SAFETY POST CAP (TYP.
ALL POSTS) 8'-0" MAXIMUM 5' PAINTED OR GALVANIZED
W. STEEL POST
(1.25 LB/LF)
ATTACH TO POSTS WITH
WIRE OR PLASTIC ZIP TIES
(MIN. 50 LBS TENSILE STRENGTH)
M N
O
I-
CIOGRADE
< )f\A
-II III CIO �=z-IIIIII III III IIIIIIIIIIIIII
IIII
N
8" DOWN & 4" FORWARD
ALONG THE TRENCH
FRONT VIEW
NCDEQ TABLE 6.62a: MAXIMUM SLOPE LENGTH AND
SLOPE FOR EACH SEDIMENT FENCE IS APPLICABLE
SLOPE
< 2%
SLOPE LENGTH (FT)
100
MAXIMUM AREA (SF)
10,000
7,500
2 TO 5%
75
5 TO 10%
50
5,000
10 TO 20%
25
2,500
> 20%
15
1,500
5' PAINTED OR GALVANIZED
STEEL POST
4"x4" REINFORCED (1.25 LB/LF)
SAFETY POST CAP (TYP.
ALL POSTS) MIN. 14 GAUGE GALVANIZED WIRE
FENCE WITH MAX. 6" MESH SPACING
io
M
SILT FENCE DESIGN AND CONSTRUCTION NOTES
N
O
H
00
T
0
SIDE VIEW
SYNTHETIC FILTER FABRIC
(CERTIFIED TO MEET THE
REQUIREMENTS OF ASTM D 6461)
TRENCH IN SILT FENCE. BACKFILL
AND COMPACT THOROUGHLY
AFTER PLACEMENT.
FLOW
4" MIN.
GRADE
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFIN OR POLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR
SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM D 6461. SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND
STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 1 TO 120 DEGREES
FAHRENHEIT.
2. ENSURE THAT THE POSTS FOR SEDIMENT FENCES AREA 1.25 POUND/LINEAR FOOT MINIMUM STEEL WITH A MINIMUM LENGTH OF 5 FEET. MAKE SURE
THE STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND MAXIMUM MESH SPACING OF 6
INCHES.
4. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
5. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND
VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
6. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS AREA NECESSARY,
SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
7. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH
SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR
PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
S. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO
THE GROUND A MINIMUM OF 24 INCHES.
9. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER
FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
10. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE
BARRIER.
11. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
12. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT
FENCE PERFORMANCE.
13. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
14. IF INSTALLING THE SEDIMENT FENCE USING THE SLICING METHOD, THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN
THE MIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON
STANDARD APPLICATIONS. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS POSSIBLE TO THE
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
EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 8 INCHES OF THE FABRIC. ATTACHED EACH TIE DIAGONALLY 45 DEGREES THROUGH THE
FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY APART. ALSO, EACH TIE SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN
TIGHTENED TO PREVENT SAGGING. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES. NO MORE THAN
24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY
DEVIATIONS BEFORE COMPACTION. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT
FENCE FABRIC WITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER SQUARE INCH. COMPACT
THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A TOTAL OF 4 TRIPS.
15. MAKE THE SILT FENCE STABLE FOR THE 10-YEAR PEAK STORM RUNOFF.
SILT FENCE MAINTENANCE NOTES
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE
FENCE. TAKE ARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING
DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SILT FENCE DETAIL
NOT TO SCALE
EROSION CONTROL DETAILS
FILENAME - OOG-008
SCALE - N.T.S.
SHEET
OOG-008
IOU

1 2
■
7
FLOW
TOP OF SILT
MUST BE AT
ABOVE THE'
THE WASHEI
STEEL FENCE POST
WIRE FENCE
HARDWARE CLOTH
TO BE 16" HIGH
FILTER OF #57
0 0
WASHED STONE
TO BE 16" HIGH
a Oho$
c°Oo�
AND PLACED AT
A 1:1 SLOPE
0 o
og�og C
09y
FLOW aaa
0 0 0�0
0�8�o°���0
BURY WIRE FENCE AND
AND HARDWARE CLOTH
3' FILTER FABRIC
ON GROUND
4' MIN. -
APART MIN. 18"
INTO SOLID
GROUND
FRONT VIEW
SILT FENCE
'ENCE,
IC,
...ARE
CLOTH IN TRENCH
SILT FENCE ROCK OUTLET
DESIGN AND CONSTRUCTION NOTES
1. HARDWARE CLOTH AND GRAVEL SHOULD OVERLAY THE SILT
FENCE AT LEAST 16 INCHES.
2. STONE OUTLETS SHOULD BE PLACED ON LOW ELEVATION AREAS
OF SILT FENCE AND BASED ON FIELD CONDITIONS.
SILT FENCE ROCK OUTLET MAINTENANCE NOTES
BURY 6" OF UPPER EDGE OF 1. PER NCG-01, INSPECT OUTLET AT LEAST ONCE A WEEK AND
FILTER FABRIC IN TRENCH AFTER EACH 1 INCH OR GREATER RAINFALL EVENT. COMPLETE
ANY REQUIRED REPAIRS IMMEDIATELY.
2. FRESHEN STONE WHEN SEDIMENT ACCUMULATION EXCEEDS 6
INCHES.
3. KEEP MESH FREE OF DEBRIS TO PROVIDE ADEQUATE FLOW.
SECTION VIEW 4. REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED.
5. REPLACE STONE AS NEEDED TO FACILITATE DE -WATERING.
SILT FENCE ROCK OUTLET DETAIL
NOT TO SCALE
LIMITS OF
DISTURBANCE
SILT FENCE
'
MAXIMUM SPACE BETWEEN -2405
SLOPE STEEPNESS SILT FENCE ROWS OR J-HOOKS
(FT.)
2:1 (50%) 25 -2404
3:1 (33%) 50 p�S
4:1 (25%) 75 p qR
-2403
5:1 OR FLATTER (20%) 100
-2402
1
-2401
' SCE
2400
SILT FENCE J
j OUTLET (TYP.)
SILT FENCE J-HOOK
DESIGN AND CONSTRUCTION NOTES
I'
PROVIDE SILT FENCE
OUTLETS AT EACH
J-HOOK TO RELEASE
RUNOFF AWAY FROM
WORK AREA (TYP.)
1. THE PROPER OPERATION OF SILT FENCE DEPENDS ON THE ABILITY TO TEMPORARILY POND RUNOFF BEHIND THE FENCE, ALLOWING TIME FOR
SEDIMENT TO SETTLE. SILT FENCE IS NOT A FILTER. IF RUNOFF FLOWS AROUND THE END(S), THE SILT FENCE FAILS TO FUNCTION. IT MUST
BE PLACED WHERE IT WILL STORE WATER - OFTEN TIMES ALONG A SLOPE A J-HOOK SHAPE IS REQUIRED TO CREATE A STORAGE AREA.
LONG RUNS SHOULD BE AVOIDED, AND BROKEN UP INTO SMALLER SEGMENTS.
2. J-HOOKS SHALL BE USED WHENEVER THE SILT FENCE LINE IS INSTALLED AT AN ANGLE OF 30 DEGREES OR GREATER FROM PARALLEL TO
THE CONTOURS
3. SILT FENCE INSTALLED IN SHORTER RUNS WITH "J-HOOKS" TO AVOID CONCENTRATION OF FLOWS AT ONE LOCATION BY TRAPPING RUNOFF AT
MULTIPLE POINTS ALONG A SLOPE.
4. START DOWN -GRADIENT SILT FENCE LINE AS CLOSE AS POSSIBLE TO UP -GRADIENT J-HOOK
5. TYPICAL J-HOOK DIMENSIONS MINIMUM WIDTH IS RECOMMENDED AT 20FT WITH A DEPTH OF 1OFT. WHERE SPACE IS LIMITED (E.G., ALONG
NARROW RIGHTS OF WAY), NARROWER HOOKS CAN BE USED WITH A HIGHER SPACING FREQUENCY.
SILT FENCE J-HOOK MAINTENANCE NOTES
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON
THE FENCE. TAKE ARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE
CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
SILT FENCE J-HOOKS DETAIL
NOT TO SCALE
PIEDMONT
L I T H I U M
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
TEMPORARY DIVERSION
DESIGN AND CONSTRUCTION NOTES
1. IMMEDIATELY LINE AND STABILIZE BEFORE ANY DOWNSLOPE GRADING BEGINS
(STABILIZATION MUST OCCUR BEFORE ISSUANCE OF A CERTIFICATE OF COMPLIANCE).
STABILIZATION METHOD IS BASED ON VELOCITY OF OFFSITE DRAINAGE.
2. DIVERSIONS SHOULD ONLY BE USED FOR DRAINING 5 ACRES OR LESS.
3. DIVERTED WATER SHOULD EMPTY INTO AN APPROVED OUTLET DEVICE.
4. ALL TEMPORARY DIVERSION SWALES SHALL BE MATTED.
TEMPORARY DIVERSION MAINTENANCE NOTES
1. INSPECT EVERY 7 CALENDAR DAYS AND IMMEDIATELY FOLLOWING A RAIN EVENT
WHICH EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD. REMOVE SEDIMENT FROM
THE FLOW AREA AND REPAIR THE DIVERSION RIDGES. ALSO CHECK AND MAINTAIN
OUTLETS.
2. WHEN THE PROTECTED AREA IS PERMANENTLY STABILIZED, REMOVE THE RIDGES AND
THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY
STABILIZE SITE.
W2
END OF FLARED
SECTION
TEMPORARY DIVERSION SWALE DETAIL
NOT TO SCALE
ELEVATION
3 NATURAL GRADE
MINIMUM H=2/3 " PIPE DIAMETER
MIN.
TYPE 2 GEOTEXTILE FILTEN FABRIC LAP (IF
NEEDED)
FILTER FABRIC
SECTION B-B
SEE SHEETS OOG-005 AND OOG-006 FOR OUTLET PROTECTION SIZING
TT (THICKNESS)
(TILE
RIPRAP OUTLET PROTECTION
DESIGN AND CONSTRUCTION NOTES
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED
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
FILLED BY INCREASING THE RIPRAP THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION. REPAIR
ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD
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. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND WELL GRADED.
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
RECEIVING AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM OR CHANNEL AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A
CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION.
RIPRAP OUTLET PROTECTION MAINTENANCE NOTES
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.
RIPRAP OUTLET PROTECTION DETAIL
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
'ROJECT MANAGER V. HAYNES, PE
NOT TO SCALE
,,`�pnnnrrgrr�
.�e� A CARO���''�.
ESS/0,%..' ''
a SEAL
032062
E. -� 9�: 1 NE�e
8/2022
2" x 2" WOOD STAKES nR
1.25 #/FT STEEL F
I<<cNcTy
2.0' SPACING (TYPICAL)
CONTINUOUS ALONG TUBE
SEDIMENT TUBE SPACING
DRIVE STAKES AT AN
ANGLE TO WATTLE
INTO SOIL AND NOT
PERPENDICULAR TO
GRADE. (TYPICAL)
SLOPE
MAX. SEDIMENT TUBE SPACING
LESS THAN 2%
150-FEET
2%
100-FEET
3%
75-FEET
4%
50-FEET
5%
40-FEET
6%
30-FEET
GREATER THAN 6%
25-FEET
8
cT1KES PLACED AT 2'
IIMUM SPACING
INSTALL SECTION OF
MATTING (N.A.G. C350 OR
APPROVED EQUAL) UNDER
ALL SEDIMENT TUBES
PRIOR TO SEDIMENT TUBE A -A
INSTALLATION
SEDIMENT TUBE INSTALLATION
DESIGN AND CONSTRUCTION NOTES
1. MATERIALS USED IN THE SEDIMENT TUBE MUST MEET THE SPECIFICATIONS OUTLINED IN THE NCDEQ EROSION AND SEDIMENT CONTROL MANUAL PRACTICE 6.18, COMPOST
B LAN K ETS.
2. SEDIMENT TUBES SHOULD BE LOCATED AS SHOWN ON THE EROSION AND SEDIMENTATION CONTROL PLAN.
3. PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS INCLUDING ROCKS, CLODS, AND OTHER DEBRIS GREATER THAN ONE INCH THAT MAY INTERFERE WITH PROPER
FUNCTION OF THE SEDIMENT TUBE.
4. FILL SOCK NETTING UNIFORMLY WITH COMPOST TO THE DESIRED LENGTH SUCH THAT LOGS DO NOT DEFORM.
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.
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.
6. SEDIMENT TUBES ARE NOT TO BE USED IN PERENNIAL OR INTERMITTENT STREAMS.
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.
SEDIMENT TUBE DETAIL
NOT TO SCALE
ISOMETRIC VIEW
TRAP/BASIN 10 FT MIN.
BOTTOM ENTRANCE SECTION 1 FT MINAz V�
10 FT MIN. I DEPTH
EXIT SECTION
0% SLOPE 1
NONWOVEN 1
GEOTEXIILE �2
?2I
NONWOVEN 41F_T-MI-Ni. 19 IN MIN. DEPTH
19 IN MIN. DEPTH GEOTEXTILE OF CLASS I RIPRAP
OF CLASS I RIPRAP
PROFILE ALONG CENTERLINE CROSS SECTION
RIPRAP INFLOW PROTECTION
DESIGN AND CONSTRUCTION NOTES
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 FINISHED GRADE OF THE RIPRAP
WILL BE AT THE ELEVATION OF THE SURROUNDING AREA. CHANNELS SHOULD BE EXCAVATED SUFFICIENTLY TO ALLOW PLACEMENT OF THE RIPRAP IN
A MANNER SUCH THAT THE FINISHED INSIDE DIMENSIONS AND GRADE OF THE RIPRAP MEET DESIGN SPECIFICATIONS.
2. PLACE THE FILTER BLANKET IMMEDIATELY AFTER THE GROUND FOUNDATION IS PREPARED. FOR GRAVEL, SPREAD FILTER STONE IN A UNIFORM LAYER
TO THE SPECIFIED DEPTH. WHERE MORE THAN ONE LAYER OF FILTER MATERIAL IS USED, SPREAD THE LAYERS WITH MINIMAL MIXING.
3. PLACE THE SYNTHETIC FILTER FABRIC DIRECTLY ON THE PREPARED FOUNDATION. OVERLAP THE EDGES BY AT LEAST 12 INCHES, AND SPACE ANCHOR
PINS EVERY 3 FEET ALONG THE OVERLAP. BURY THE UPSTREAM END OF THE CLOTH A MINIMUM OF 12 INCHES BELOW GROUND AND WHERE
NECESSARY, BURY THE LOWER END OF THE CLOTH OR OVERLAP WITH THE NEXT SECTION AS REQUIRED. TAKE CARE NOT TO DAMAGE THE CLOTH
WHEN PLACING RIPRAP. IF DAMAGE OCCURS, REMOVE THE RIPRAP AND REPAIR THE SHEET BY ADDING ANOTHER LAYER OF FILTER MATERIAL WITH A
MINIMUM OVERLAP OF 12 INCHES AROUND THE DAMAGED AREA. IF EXTENSIVE DAMAGE IS SUSPECTED, REMOVE AND REPLACE THE ENTIRE SHEET.
WHERE LARGE STONES ARE USED, OR MACHINE PLACEMENT IS DIFFICULT, A 4-INCH LAYER OF FINE GRAVEL OR SAND MAY BE NEEDED TO PROTECT
THE FILTER CLOTH.
4, PLACEMENT OF RIPRAP SHOULD FOLLOW IMMEDIATELY AFTER PLACEMENT OF THE FILTER. PLACE RIPRAP SO THAT IT FORMS A DENSE, WELL -GRADED
MASS OF STONE WITH A MINIMUM OF VOIDS. THE DESIRED DISTRIBUTION OF STONES THROUGHOUT THE MASS MAY BE OBTAINED BY SELECTIVE
LOADING AT THE QUARRY, AND CONTROLLED DUMPING DURING FINAL PLACEMENT. PLACE RIPRAP TO ITS FULL 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 SHOULD BE KEYED TO A STABLE FOUNDATION AT
ITS BASE. THE TOE SHOULD BE EXCAVATED TO A DEPTH ABOUT 1.5 TIMES THE DESIGN THICKNESS OF THE RIPRAP, AND SHOULD EXTEND
HORIZONTALLY FROM THE SLOPE. THE FINISHED SLOPE SHOULD BE FREE OF POCKETS OF SMALL STONE OR CLUSTERS OF LARGE STONES. HAND
PLACING MAY BE NECESSARY TO ACHIEVE THE PROPER DISTRIBUTION OF STONE SIZES TO PRODUCE A RELATIVELY SMOOTH, UNIFORM SURFACE. THE
FINISHED GRADE OF THE RIPRAP SHOULD BLEND WITH THE SURROUNDING AREA. NO OVERFALL OR PROTRUSION OF RIPRAP SHOULD BE APPARENT.
RIPRAP INFLOW 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 PERIODICALLY FOR SCOUR OR DISLODGED STONES. CONTROL OF WEED AND BRUSH GROWTH MAY BE NEED IN SOME LOCATIONS.
RIPRAP INFLOW PROTECTION DETAIL
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
NOT TO SCALE
EROSION CONTROL DETAILS
FILENAME - OOG-009
SCALE - N.T.S.
SHEET
OOG-009
INUM

2 3
5 6 7 8
4' MAX.
NCDOT #5 OR #5
WASHED STON
NCDOT #5 OR #E
WASHED STON
3AUGE HARDWARE CLOTH
v1ESH OPENINGS)
INLET PROTECTION
DESIGN AND CONSTRUCTION NOTES
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE INLET, A
MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE THE WIRE MESH TO THE STEEL POSTS AT THE TOP, MIDDLE, AND BOTTOM.
PLACING A 2-FOOT FLAP OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING IS RECOMMENDED.
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
GRADE
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ACCUMULATED SEDIMENT, AND ESTABLISH FINAL GRADING ELEVATIONS.
6. COMPACT THE AREA PROPERLY AND STABILIZE IT WITH GROUNDCOVER.
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
OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING
SEDIMENT REMOVAL. REPLACE STONE AS NEEDED.
INLET PROTECTION DETAIL
B�
CULVERT INLET PROTECTION
DESIGN AND CONSTRUCTION NOTES
NOT TO SCALE
SEDIMENT CONTROL STONE
STRUCTURAL STONE
INVERT PIPE
F9 M
SECTION B-B
�1
FLOW
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL.
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
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.
THE MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THE SHOULDER OF THE EMBANKMENT OR DIVERSIONS.
3. A 1 FOOT THICK LAYER OF NC DOT #5 OR #57 STONE SHOULD BE PLACED ON THE OUTSIDE SLOPE OF THE RIPRAP.
4. THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE HORSESHOE 18 INCHES BELOW NATURAL GRADE.
5. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND ESTABLISH FINAL GRADING ELEVATIONS, COMPACT AREA
PROPERLY, AND STABILIZE WITH GROUNDCOVER.
6. ENSURE THAT TOP OF STONE IS 6 INCHES LESS THAN PARALLEL PAVEMENT EDGE IF IN A DITCH LINE.
CULVERT INLET PROTECTION MAINTENANCE NOTES
1. INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR
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
P I E DPAON T
LITHIUM
NOT TO SCALE
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
TIMBER MAT APPROACH 4
CHANNEL
ABRIDGE CROSSING\
I u
Z. 0 0
STREAM
CHANNEL
TIMBER MAT APPROACH
PERSPECTIVE VIEW
TIMBER MAT
APPROACH
SURFACE FLOW
DIVERSION TO
TRAP
FILTER FABRIC
INSTALL
SIDEBOARDS OR
COMPOST FILTER
SOCKS, OR OTHER
MATERIAL TO
PREVENT
SEDIMENT FROM TEMPORARY
EXITING THE SIDES SPAN
OF THE BRIDGE. BRIDGE SURFACE FLOW
CROSSING DIVERSION TO
TRAP
�oo�o
ORIGINAL
STREAM BED J
LONGITUDINAL SECTION
TEMPORARY STREAM CROSSING
DESIGN AND CONSTRUCTION NOTES
FILTER FABRIC
1. TO BE USED FOR TEMPORARY ACCESS DURING CONSTRUCTION ONLY.
2. EROSION AND SEDIMENT CONTROL MEASURES, AS SHOWN ON PLANS AND
SPECIFIED BY NCDEQ, MUST BE IMPLEMENTED PRIOR TO INSTALLATION OF A
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
UNDISTURBED AREAS ADJOINING THE STREAM.
5. KEEP STREAM CROSSINGS AT RIGHT ANGLES TO THE STREAM FLOW.
6. ALIGN ROAD APPROACHES WITH THE CENTER LINE OF THE CROSSING FOR A
MINIMUM DISTANCE OF 20 FEET. RAISE BRIDGE ABUTMENTS AND CULVERT
FILLS A MINIMUM OF 1 FOOT ABOVE THE ADJOINING APPROACH SECTIONS TO
PREVENT EROSION FROM SURFACE RUNOFF AND TO ALLOW FLOOD FLOWS
TO PASS AROUND THE STRUCTURE.
7. STABILIZE ALL DISTURBED AREAS SUBJECT TO FLOWING WATER, INCLUDING
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
SITE AREA STABLE BEFORE DIVERTING THE STREAM. UPON COMPLETION OF
THE CROSSING, FILL, COMPACT, AND STABILIZE THE BYPASS CHANNEL
APPROPRIATELY.
9. REMOVE TEMPORARY STREAM CROSSINGS IMMEDIATELY WHEN THEY ARE NO
LONGER NEEDED. RESTORE THE STREAM CHANNEL TO ITS ORIGINAL
CROSS-SECTION, AND SMOOTH AND APPROPRIATELY STABILIZE ALL
DISTURBED AREAS.
10. ANY IN -STREAM SEDIMENT CONTROL MEASURES MUST BE REMOVED UPON
STABILIZATION OF THE AREA.
11. TEMPORARY CROSSINGS SHALL BE REMOVED AFTER PERMANENT CROSSINGS
ARE COMPLETE.
12. MEASURES SHOWN ARE A MINIMUM. CROSSING TO BE BUILT ACCORDING TO
CONTRACTOR'S REQUIREMENTS FOR LOADS CROSSING STREAM.
TEMPORARY STREAM CROSSING MAINTENANCE NOTES
1. INSPECT TEMPORARY STREAM CROSSINGS ON A DAILY BASIS AND AFTER
RUNOFF -PRODUCING RAINS TO CHECK FOR BLOCKAGE IN CHANNEL, EROSION
OF ABUTMENTS, CHANNEL SCOUR, RIPRAP DISPLACEMENT, OR PIPING. MAKE
ALL REPAIRS IMMEDIATELY TO PREVENT FURTHER DAMAGE TO THE
INSTALLATION.
2. DAMAGED CROSSINGS SHALL BE REPAIRED WITHIN 24 HOURS OF THE
INSPECTION AND BEFORE ANY SUBSEQUENT USE.
3. SEDIMENT DEPOSITS ON THE CROSSING OR ITS APPROACHES SHALL BE
REMOVED WITHIN 24 HOURS OF THE INSPECTION.
4. AS SOON AS THE TEMPORARY CROSSING IS NO LONGER NEEDED, IT SHALL
BE REMOVED. ALL MATERIALS SHALL BE DISPOSED OF PROPERLY AND
DISTURBED AREAS STABILIZED.
5. GEOTEXTILE FABRIC TO BE WRAPPED AROUND UNDERSIDE OF TEMPORARY
SPAN BRIDGE.
TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL
NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
,,nnrrgrr�
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-moo : •oF ESS �Oti•..
a SEAL
032062
-, 9 'nNG,1 NE�e
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06M8/2022
DISTURBED
AREA
WATTLES)
ISOMETRIC VIEW
15"-16"
TOP VIEW
A 0" \A/A TTI C
FRONT VIEW SEE INSET A
DISTURBED AREA
I I I I I I I I I I I I I 1 1 11 1 1
2"-3" TRENCH -
INSET A
1 O YY/1 I I LG
DOUBLE ROW WATTLE SPACING
WATTLE DESIGN AND CONSTRUCTION NOTES
1. USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL CROSS SECTION.
2. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN ANGLE TO
WEDGE WATTLE TO GROUND.
3. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE FORMED INTO A U SHAPE NOT
LESS THAN 12" IN LENGTH.
4. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF WATTLE AND
AT EACH END TO SECURE IT TO THE SOIL.
5. FOR BREAKS ALONG LARGE SLOPES, USE MAXIMUM SPACING OF 25 FT.
WATTLE MAINTENANCE NOTES
1. INSPECT WATTLES AND CHANNELS FOR DAMAGE WEEKLY AND IMMEDIATELY FOLLOWING A
RAIN EVENT WHICH EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE WATTLE AND EROSION FROM HIGH
FLOWS AROUND THE EDGES OF THE WATTLE. CORRECT ALL DAMAGE IMMEDIATELY. IF
SIGNIFICANT EROSION OCCURS BETWEEN WATTLES, INSTALL A PROTECTIVE RIPRAP LINER IN
THAT PORTION OF THE CHANNEL.
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
THROUGH THE STRAW WATTLE AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER
THE WATTLE.
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
WATTLE DETAIL
NOT TO SCALE
EROSION CONTROL DETAILS
FILENAME - OOG-010
SCALE - N.T.S.
SHEET
OOG-010
I■�7
IC
I�

A
SKIMMER OUTLET
SECTION A -A
PLUNGE POOL DESIGN AND CONSTRUCTION NOTES
SLOPE
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 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. 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 OF 6 INCHES BEYOND THE EDGE OF THE SCOUR HOLE.
5. STONE FOR THE PLUNGE POOL MAY BE PLACED BY EQUIPMENT. CONSTRUCT TO THE FULL COURSE THICKNESS IN ONE OPERATION AND IN SUCH A MANNER AS TO AVOID
DISPLACEMENT OF UNDERLYING MATERIALS. DELIVER AND PLACE THE STONE FOR THE PLUNGE POOL IN A MANNER THAT WILL ENSURE 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 TO THE GEOTEXTILE. HAND
PLACE TO THE EXTENT NECESSARY.
6. AT THE PLUNGE POOL OUTLET, PLACE THE STONE SO THAT IT MEETS THE EXISTING GRADE.
PLUNGE POOL MAINTENANCE NOTES
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
RIPRAP. MAKE NECESSARY REPAIRS IMMEDIATELY.
SKIMMER OUTLET SPLASH PAD/PLUNGE POOL
NOT TO SCALE
P I E D/`nON T
LITHIM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
PROVIDE A MINIMUM OF THREE
POROUS BAFFLES PER SKIMMER
SEDIMENT TRAP
Fjow
(ow
PROVIDE A MINIMUM 8' WIDEE x 16
LONG CLASS 1 RIP -RAP 15" DEEP ON
LAYER OF NON -WOVEN GEOTEXTILE
FABRIC (MIRAFI 140N OR APPROVED
EQUAL) AT DITCH CONVEYANCE
DROP ENTRY POINTS INTO THE
SEDIMENT TRAPS.
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
/ Earth germ
(TYPICAL)
4'-0" MAX SPACING
INLET ZONE 35% FIRST CHAMBER 25%
OF SURFACE AREA OF SURFACE AREA
SECOND CHAMBER 25%
OF SURFACE AREA
_ OUTLET ZONE 15%
I /OF SURFACE AREA
5' STE
8"DX6"W TRENCH
BACKFILL AND COM
FENCE AND FABRIC
BURIED IN TRENCH
FA
POROUS BAFFLES DESIGN AND CONSTRUCTION NOTES
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.
3. ENSURE THAT STEEL POSTS FOR POROUS BAFFLES ARE OF A SUFFICIENT HEIGHT TO SUPPORT
BAFFLES AT DESIRED HEIGHT. POSTS SHOULD BE APPROXIMATELY 1 -3/8" WIDE MEASURED PARALLEL
TO THE FENCE, AND HAVE A MINIMUM WEIGHT OF 1.25 POUND/LINEAR FOOT. THE POSTS MUST BE
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
IN THE DESIRED POSITION WITHOUT DISPLACEMENT.
4. USE 9-GAUGE HIGH TENSION WIRE FOR SUPPORT WIRE.
5. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
6. INSTALL THE COIR FIBER BAFFLES IMMEDIATELY UPON EXCAVATION OF THE BASINS.
7. INSTALL POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP.
8. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES AND SPACED A MAXIMUM OF 4 FEET
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
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
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.
11. EXTEND 9 GAUGE MINIMUM HIGH TENSION WIRE STRAND TO SIDE OF BASIN OR INSTALL STEEL
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
WIRE STAPLES, APPROXIMATELY 1 FOOT APART, ALONG THE BOTTOM AND SIDE SLOPES OF THE
BASIN.
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.
POROUS BAFFLE MAINTENANCE NOTES
1. INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
2. BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF THE BAFFLE COLLAPSE,
TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL, TO PROVIDE ADEQUATE STORAGE VOLUME
FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES.
4. TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT, AND REPLACE IF DAMAGED DURING
CLEANOUT OPERATIONS. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE DESIGNED STORAGE
DEPTH.
5. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE
MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE IT.
POROUS BAFFLE DETAIL
'ROJECT MANAGER V. HAYNES, PE
NOT TO SCALE
,,`Jgn11rrrrq""
`A CARO���''�.
a SEAL
032062
-� 9 �• LNG, � NE�e- � �v��`:
I�Q�
.,�lF•9AA&�
i
06M8/2022
D
6 7
CAP- 10'-0" MAXIMUM
1 "
1 5/8" OD TOP RAIL
TENSION CHAIN LINK FABRIC
BAR BANDS #9 GAUGE 2" MESH
1 5/8" OD
BRACE TUBE
0
r
U
m
Q
U_
0
TENSION
BAR 3/8" TRUSS ROD
V AT END SECTIONS
END, CORNER OR PULL
o POST (STEEL) 4" OD STEEL
PIPE - CORNER
AND PULL POSTS TO HAVE
EQUAL BRACING
ON BOTH SIDES
TENSION WIRE
N I
LINE POST
2 1/2" OD
STEEL PIPE
i ua
0
PROVIDE RAZOR WIRE
AS SPECIFIED
N n e a
a
12"
12"
NOTES:
1. PULL POST SHALL BE USED AT SHARP BREAKS IN VERTICAL GRADES OR AT APPROXIMATELY 330, CENTERS ON
STRAIGHT RUNS, OR AS DIRECTED BY THE ENGINEER.
2. SPLICES SHALL BE IN WOVEN WIRE FABRIC ONLY AT CORNER, GATE END, OR PULL POSTS.
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.
SECURITY FENCE DETAIL
A
NOT TO SCALE
NOTES:
1. TRASH RACK TO BE HOT -DIPPED GALVANIZED OR OTHER NON -CORROSIVE MATERIAL.
TRASH RACK TABLE
RISER SIZE
A
B
C
D
E
F
48" SQUARE
4'-0"
T-5"
0'-3"
0'-8"
0'-3"
1'-0"
72" SQUARE
6'-0"
5'-2"
0'-4"
1'-0"
0'-5"
1'-5"
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
TRASH RACK DETAIL
NOT TO SCALE
EROSION CONTROL DETAILS
FILENAME - OOG-011
SCALE - N.T.S.
01 „1
SHEET
OOG-011
IIIIIIIIIIIND
IIIIIIIIIIN
110

3 4 5
6 7
6"
(15cm)
(15cm
CRITICAL POINTS
A. OVERLAPS AND SEAMS
B. PROJECTED WATER LINE
C. CHANNEL BOTTOM/SIDE SLOPE VERTICES
A A
B C g C
ROLLED EROSION CONTROL PRODUCTS
DESIGN AND CONSTRUCTION NOTES
NOTES:
*HORIZONTAL STAPLE SPACING SHOULD BE
ALTERED IF NECESSARY TO ALLOW STAPLES TO
SECURE THE CRITICAL POINTS ALONG THE
CHANNEL SURFACE.
**IN LOOSE SOIL CONDITIONS, THE USE OF
STAPLE OR STAKE LENGTHS GREATER THAN
6"(15CM) MAY BE NECESSARY TO PROPERLY
SECURE THE RECP'S.
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
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.
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.
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
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
AT THE UPPER AND LOWER END OF THE LINED CHANNEL SECTIONS. AT 25—FOOT INTERVALS ALONG THE CHANNEL, ANCHOR
THE RECP ACROSS THE CHANNEL EITHER IN 6 INCH BY 6 INCH TRENCHES OR BY INSTALLING TWO CLOSELY SPACED ROWS OF
ANCHORS. EXCAVATE LONGITUDINAL TRENCHES 6 INCHES DEEP AND WIDE ALONG CHANNEL EDGES (ABOVE WATER LINE) IN
WHICH TO BURY THE OUTSIDE RECP EDGES. PLACE THE FIRST RECP AT THE DOWNSTREAM END OF THE CHANNEL. PLACE THE
END OF THE FIRST RECP IN THE TERMINAL TRENCH AND PIN IT AT 1 FOOT INTERVALS ALONG THE BOTTOM OF THE TRENCH.
THE RECP SHOULD BE PLACED UPSIDE DOWN IN THE TRENCH WITH THE ROLL ON THE DOWNSTREAM SIDE OF THE BENCH.
ONCE PINNED AND BACKFILLED, THE RECP IS DEPLOYED BY WRAPPING OVER THE TROP OF THE TRENCH AND UNROLLING
UPSTREAM. IF THE CHANNEL IS WIDER THAN THE PROVIDED ROLLS, PLACE ENDS OF ADJACENT ROLLS IN THE TERMINAL
TRENCH, OVERLAPPING THE ADJACENT ROLLS A MINIMUM OF 3 INCHES. PIN AT 1 FOOT INTERVALS, BACKFILL, AND COMPACT.
UNROLL THE RECP IN THE UPSTREAM DIRECTION UNTIL REACHING THE FIRST INTERMITTENT TRENCH. FOLD THE RECP BACK
OVER ITSELF, POSITIONING THE ROLL ON THE DOWNSTREAM SIDE OF THE TRENCH, AND ALLOWING THE MAT TO CONFORM TO
THE TRENCH. THEN PIN THE RECP (TWO LAYERS) TO THE BOTTOM OF THE TRENCH, BACKFILL, AND COMPACT. CONTINUE UP
THE CHANNEL (WRAPPING OVER THE TOP OF THE INTERMITTENT TRENCH) REPEATING THIS STEP AT OTHER INTERMITTENT
TRENCHES, UNTIL REACHING THE UPPER TERMINAL TRENCH. AT THE UPPER TERMINAL TRENCH, ALLOW THE RECP TO CONFORM
TO THE TRENCH, SECURE WITH PINS OR STAPLES, BACKFILL, COMPACT, AND THEN BRING THE MAT BACK OVER THE TOP OF
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
ROLLS A MINIMUM OF 1 FOOT WITH UPSTREAM RECP ON TOP TO PREVENT UPLIFTING. PLACE THE OUTSIDE EDGES OF THE
RECP(S) IN LONGITUDINAL TRENCHES, PIN, BACKFILL, AND COMPACT.
4. FOR ANCHORING DEVICES, 11 GAUGE, AT LEAST 6 INCHES LENGTH BY 1 INCH WIDTH STAPLES OR 12 INCH MINIMUM LENGTH
WOODEN STAKES AREA RECOMMENDED FOR ANCHORING THE RECP TO THE GROUND. DRIVE STAPLES OR PINS SO THAT THE
TOP OF THE STAPLE OR PIN IS FLUSH WITH THE GROUND SURFACE. ANCHOR EACH RECP EVERY 3 FEET ALONG ITS CENTER.
LONGITUDINAL OVERLAPS MUST BE SUFFICIENT TO ACCOMMODATE A ROW OF ANCHORS AND UNIFORM ALONG THE ENTIRE
LENGTH OF OVERLAP AND ANCHORED EVERY 3 FEET ALONG THE OVERLAP LENGTH. ROLL ENDS MAY BE SPLICED BY
OVERLAPPING 1 FOOT (IN THE DIRECTION OF WATER FLOW), WITH THE UPSTREAM/UPSLOPE MAT PLACED ON TOP OF THE
DOWNSTREAM/DOWNSLOPE RECP. THIS OVERLAP SHOULD BE ANCHORED AT 1 FOOT SPACING ACROSS THE RECP. WHEN
INSTALLING MULTIPLE WIDTH MATS HEAT SEAMED IN THE FACTORY, ALL FACTORY SEAMS AND FIELD OVERLAPS SHOULD BE
SIMILARLY ANCHORED.
RECP MAINTENANCE NOTES
1. INSPECT RECP AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT REPAIR IMMEDIATELY.
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE RECP.
3. ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND
STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA
PROTECTED.
5. MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUNDCOVER IS ESTABLISHED.
MATTING - CHANNEL INSTALLATION
P I E DPAON T
LITHIUM
NOT TO SCALE
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
0
3B
*NOTE:
IN LOOSE SOIL CONDITIONS, THE USE
OF STAPLE OR STAKE LENGTHS
GREATER THAN 6"(15CM) MAY BE
NECESSARY TO PROPERLY SECURE
THE RECP'S.
ROLLED EROSION CONTROL PRODUCTS
DESIGN AND CONSTRUCTION NOTES
6"
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
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.
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.
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
INCHES IN WIDTH, WHILE INTERMITTENT TRENCHES NEED BE ONLY 6 INCHES DEEP AND 6 INCHES WIDE.
3. FOR INSTALLATION ON SLOPES, PLACE THE RECP 2-3 FEET OVER THE TOP OF THE SLOPE AND INTO AN EXCAVATED END
TRENCH MEASURING APPROXIMATELY 12 INCHES DEEP BY 6 INCHES WIDE. PIN THE RECP AT 1 FOOT INTERVALS ALONG THE
BOTTOM OF THE TRENCH, BACKFILL, AND COMPACT. UNROLL THE RECP DOWN (OR ALONG) THE SLOPE MAINTAINING DIRECT
CONTACT BETWEEN THE SOIL AND THE RECP. OVERLAP ADJACENT ROLLS A MINIMUM OF 3 INCHES. PIN THE RECP TO THE
GROUND USING STAPLES OR PINS IN A 3 FOOT CENTER —TO —CENTER PATTERN. LESS FREQUENT STAPLING/PINNING IS
ACCEPTABLE ON MODERATE SLOPES.
4. FOR ANCHORING DEVICES, 11 GAUGE, AT LEAST 6 INCHES LENGTH BY 1 INCH WIDTH STAPLES OR 12 INCH MINIMUM LENGTH
WOODEN STAKES AREA RECOMMENDED FOR ANCHORING THE RECP TO THE GROUND. DRIVE STAPLES OR PINS SO THAT THE
TOP OF THE STAPLE OR PIN IS FLUSH WITH THE GROUND SURFACE. ANCHOR EACH RECP EVERY 3 FEET ALONG ITS CENTER.
LONGITUDINAL OVERLAPS MUST BE SUFFICIENT TO ACCOMMODATE A ROW OF ANCHORS AND UNIFORM ALONG THE ENTIRE
LENGTH OF OVERLAP AND ANCHORED EVERY 3 FEET ALONG THE OVERLAP LENGTH. ROLL ENDS MAY BE SPLICED BY
OVERLAPPING 1 FOOT (IN THE DIRECTION OF WATER FLOW), WITH THE UPSTREAM/UPSLOPE MAT PLACED ON TOP OF THE
DOWNSTREAM/DOWNSLOPE RECP. THIS OVERLAP SHOULD BE ANCHORED AT 1 FOOT SPACING ACROSS THE RECP. WHEN
INSTALLING MULTIPLE WIDTH MATS HEAT SEAMED IN THE FACTORY, ALL FACTORY SEAMS AND FIELD OVERLAPS SHOULD BE
SIMILARLY ANCHORED.
RECP MAINTENANCE NOTES
1. INSPECT RECP AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT REPAIR IMMEDIATELY.
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE RECP.
3. ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND
STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA
PROTECTED.
5. MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUNDCOVER IS ESTABLISHED.
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
MATTING - SLOPE INSTALLATION
'ROJECT MANAGER V. HAYNES, PE
NOT TO SCALE
,,`�pnnnrrgrr�
.�•.
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a SEAL
032062
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l•••Py���.
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06M8/2022
FLOW
IMPERVIOUS DIKE ` y CLEAN WATER PUMP -AROUND PUMP
(SEE NOTE 8) �-
� I
TEMPORARY FLEXIBLE HOSE
1 �
\ EXISTING CHANNEL
WORKING
AREA \ \
TEMPORARY \
FLEXIBLE
HOSE
DEWATERING PUMP I
SEDIMENT REMOVAL DEVICE A 1 I
(SEE DETAIL THIS SHEET) y
� vC
PLAN VIEW
TEMPORARY
FLEXIBLE
HOSE
FILTER FABR
(SEE NOTE
APPROXIMATE
BASE
FLOW
WATER
SURFACE
TOP OF BANK—
STABILIZED OUTLET OR NATIVE
STREAMBED STONE MATERIAL
-RIP RAP
XI
TEMPORARY
FLEXIBLE HOSE
(SEE NOTE 5)
X2
X5
TEMPORARY STABILIZED OUTLET - SECTION A -A'
APPROXIMATE BASE FLOW WATER LEVEL
TEMPORARY STABILIZED OUTLET
(SEE NOTES 5 AND 6) SANDBAG /STONE (SEE NOTE 8)
WORKING AREA
FLOW
OCMIRACniT DAI-
IMPERVIOUS
DIKE
(SEE DETAIL,
THIS SHEET)
STONE
SEDIMENT REMOVAL DEVICE
APPROXIMATE
BASE
FLOW
WATER
SURFACE
IMPERVIOUS DIKE
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
X5
8
FT.
STREAM BED WIDTH
X6
6
FT.
SEDIMENT BAG PAD LENGTH
X7
4
FT.
SEDIMENT BAG SETBACK FROM TOP OF BANK
X8
9
IN.
SEDIMENT BAG PAD THICKNESS
X9
4
FT.
IMPERVIOUS DIKE LENGTH
X10
2
FT.
IMPERVIOUS DIKE HEIGHT
X11
4
IN.
APPROXIMATE BASE FLOW WATER LEVEL
X12
8
IN.
D50 OF STABILIZED OUTLET STONE/IMPERVIOUS
DIKE STONE
DIMENSIONS
IMPERVIOUS MEMBRANE
(SEE NOTE 8)
NOTES:
1. ALL CHANNEL WORK INVOLVING EXCAVATION SHALL BE PERFORMED IN DRY CONDITIONS OR IN CHANNEL SECTIONS ISOLATED BY
IMPERVIOUS DIKES AND KEPT DE -WATERED.
2. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED THE SAME WORKING DAY.
3. PUMP -AROUND PUMP AND HOSE SHALL ADEQUATELY CONVEY BASEFLOW. DE -WATERING PUMP SHALL ADEQUATELY DE -WATER THE
WORKING AREA AT THE DOWNSTREAM IMPERVIOUS DIKE.
4. GRAVITY -BASED GEOTEXTILE BAG FILTERS SHALL BE USED TO COLLECT SILT AND SEDIMENT FROM WORK AREA DEWATERING.
5. EFFLUENT FROM CLEAN WATER PUMP AROUND MAY BE DISCHARGED DIRECTLY INTO STABILIZED OUTLET (NO SEDIMENT REMOVAL
DEVICE REQUIRED).
6. FILTER FABRIC SHALL BE USED UNDERNEATH ALL STONE/RIP RAP PLACED FOR SEDIMENT BAGS, STABILIZED OUTLETS, SPLASH PADS.
7. IMPERVIOUS DIKES SHALL BE CONSTRUCTED TO ISOLATE THE IN -STREAM WORKING AREA. AN IMPERVIOUS FABRIC MEMBRANE AND
SAND BAGS OR STONE SHALL BE USED TO CREATE THE DIKES.
8. THE WORK SEQUENCE IN PUMP -AROUND OPERATIONS PROCEEDS AS FOLLOWS:
A. INSTALL SEDIMENT REMOVAL DEVICE AND TEMPORARY STABILIZED OUTLETS AT THE DOWNSTREAM END OF WORKING AREA.
B. INSTALL PUMP -AROUND PUMP AND FLEXIBLE HOSE.
C. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING (CLEAN WATER) DOWNSTREAM TO STABILIZED OUTLET.
D. INSTALL DOWNSTREAM IMPERVIOUS DIKE AND DE -WATERING PUMP.
E. PERFORM CHANNEL WORK IN ACCORDANCE WITH THE PLANS IN THE WORKING AREA.
F. DE -WATER THE WORKING AREA (AS NEEDED) INTO THE SEDIMENT REMOVAL DEVICE AND TEMPORARY STABILIZED OUTLET.
G. UPON COMPLETION OF WORK, REMOVE ANY SEDIMENT ACCUMULATION BEHIND IMPERVIOUS DIKES.
H. REMOVE DOWNSTREAM AND THEN UPSTREAM DIKES AND ALL PUMPS AND HOSE.
I. SEED AND MULCH ALL DISTURBED AREAS PER THE PLANTING PLAN.
PUMP AROUND DIVERSION / DEWATERING DETAIL
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
NOT TO SCALE
EROSION CONTROL DETAILS
FILENAME - OOG-012
SCALE - N.T.S.
SHEET
OOG-012
1�

1
Z
3
G�
A. GENERAL
J
7
A. GENERAL:
1. AFTER CONSTRUCTION IS COMPLETE IN ANY AREA OR PHASE OF THE PROJECT, THE DISTURBED
AREAS SHALL RECEIVE A PERMANENT GROUND COVER. SEEDING AND MULCHING SHALL BE
PERFORMED IMMEDIATELY BEHIND CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE PERMANENT
SEEDING IN ALL DISTURBED AREAS AS INDICATED IN THE CONTRACT DOCUMENTS. THE
CONTRACTOR SHALL ADAPT PERMANENT SEEDING OPERATIONS TO PROTECT AND TO
ACCOMMODATE ANY TEMPORARY SEEDING AND SOIL AND EROSION CONTROL MEASURES THAT MAY
ALREADY BE IN PLACE DURING THE WORK PERIOD.
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
PERMANENT SEEDING AS SPECIFIED IN SEASON AT NO ADDITIONAL COST TO OWNER.
3. CONTRACTOR SHALL BE RESPONSIBLE FOR TURF MAINTENANCE THROUGH SUBSTANTIAL
COMPLETION. SLOPES MUST BE AT 90% COVERAGE AT SUBSTANTIAL COMPLETION REVIEW TO BE
ACCEPTED. IF NOT AT 90% COVERAGE, SUBSTANTIAL COMPLETION WILL BE DELAYED UNTIL THE
FOLLOWING GROWING SEASON.
B. SITE PREPARATION AND INSTALLATION:
1. GROUND COVER: ALL DISTURBED AREAS SHALL BE DRESSED TO A DEPTH OF SIX (6) INCHES. THE TOP
THREE (3) INCHES SHALL BE PULVERIZED TO PROVIDE A UNIFORM SEEDBED. RAKE OR HARROW THE
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
THE RATES OUTLINED IN TABLES 2A AND 2B.
2. 10-10-10 FERTILI ER SHALL BE APPLIED TO ALL DISTURBED AREAS AT A RATE OF 7 0 LBS. ACRE.
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.
3. SOME AREAS MAY REQUIRE TEMPORARY SEEDING DUE TO AN INTERRUPTION OF WORK OR
SEASONAL RESTRICTIONS AS SPECIFIED IN THE PERMANENT SEEDING SCHEDULE, OR A
COMBINATION THEREOF. THESE AREAS SHALL BE RE -SEEDED IN ACCORDANCE WITH THE
PERMANENT SEEDING SCHEDULE. IF TEMPORARY SEEDING IS REQUIRED DUE TO CONTRACTOR
DELAYS, THERE WILL BE NO COMPENSATION FOR THE TEMPORARY SEEDING. TEMPORARY SEEDING
SHALL BE PERFORMED ONLY AT THE DIRECTION OF THE ENGINEER OR INSPECTOR.
4. SITE TO BE SEEDED ACCORDING TO TABLES 2A AND 2B BELOW.
C. CLEANUP AND INSPECTION:
1. 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 ADDITIONAL COST TO THE OWNER. ALL WORK AREAS SHALL BE LEFT IN
A CLEAN AND NEAT CONDITION. ALL DAMAGE TO EXISTING CONSTRUCTION CAUSED BY
LANDSCAPING OPERATIONS SHALL BE REPAIRED TO THE SATISFACTION OF THE TOWN AT THE
CONTRACTOR'S EXPENSE.
2. 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, WILL BE ALLOWED UP TO A MAXIMUM OF 3% OF THE SEEDED AREA FOR EACH
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)
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.
3. 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 LEAST TEN (10) DAYS PRIOR TO THE ANTICIPATED DATE OF
INSPECTION.
4. A FINAL INSPECTION SHALL BE PERFORMED WHEN A SATISFACTORY STAND OF SEEDED TURF GRASS
HAS BEEN 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 STAND OF TURF HAS NOT BEEN PRODUCED AT THE TIME OF FINAL
INSPECTION, NECESSARY REPAIRS SHALL BE PERFORMED IN CONFORMANCE WITH THE
REQUIREMENTS OF THIS SECTION. UPON COMPLETION OF THESE REPAIRS, THE SEEDED GRASS
SHALL BE REINSPECTED UPON WRITTEN NOTICE AS ABOVE.
TABLE 2A
SHOULDERS, SIDE DITCHES, SLOPES
(For Slopes Between 2:1 and 3:1)
Date
Type
Planting Rate
Kobe Lespedeza (scarified)
50 lbs./acre
Mar 1 -June 1
and
Add Tall Fescue
120 lbs./acre
Mar 1 -Apr 15
or
Mar 1 - June 30
Add Hulled Common Bermudagrass
25 lbs./acre
-Tall Fescue and
120 lbs./acre
June 1 -Sept 1
-*Browntop Millet or
35 lbs./acre
" *SorghumSudan Hybdds
30 lbs./acre
Kobe Lespedeza (unhulled/unscarified)
70 lbs./acre
Sept 1 -Mar 1
and Tall Fescue
120 lbs./acre
Nov 1 - Mar 1
Add Abruzzi Rye
25 lbs./acre
TABLE 2B
SHOULDERS, SIDE DITCHES, SLOPES
(For Slopes 3:1 and Flatter)
Date
Type
Planting Rate
Aug 15 - Nov 1
Tall Fescue
300 lbs./acre
Nov 1 - Mar 1
Tall Fescue and Abruzzi Rye
300 lbs./acre
Mar 1 - Apr 15
Tall Fescue
300 lbs./acre
Apr 15 - June 30
Hulled Common Bermudagrass
25 lbs./acre
Tall Fescue and " Browntop Millet
35 lbs./acre
July 15 -Aug 15
or " Sorghum -Sudan Hybrids
*NOTE: SUBSTITUTEGRASS SEED MIXTURES MUST BE REVIEWED AND APPROVED BY THE ENGINEER.
TEMPORARY AND PERMANENT NON -LAWN SEEDING MEASURES
PIEDMONT
LITHIUr+Yl
NOT TO SCALE
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
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.
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,
SUBSTANTIAL COMPLETION WILL BE DELAYED UNTIL THE FOLLOWING GROWING SEASON.
B. SITE PREPARATION:
1. REMOVE OR KILL ANY UNDESIRABLE EXISTING TURF OR VEGETATION. HERBICIDE SPRAYING OR OTHER CHEMICAL
TREATMENT SHALL BE APPROVED BY THE ENGINEER PRIOR TO BEING USED BY THE CONTRACTOR. IF
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. IF TOPSOIL WAS NOT USED TO REESTABLISH THE UPPER SOIL LAYER AND THE UPPER SOIL IS HEAVY WITH HIGH
CLAY CONTENT, SPREAD 1.5-2 INCHES OF AGED GROUND PINE BARK OR BAGGED ORGANIC HUMUS OVER THE
AREA TO BE REPAIRED.
3. FOR ALL GRASSES EXCEPT CENTIPEDEGRASS, APPLY PER 1,000 SQUARE FEET:
75 POUNDS OF GROUND LIMESTONE AND ONE OF THE FOLLOWING FERTILIZERS:
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
POUNDS OF 0-46-0. CENTIPEDEGRASS PREFERS ACIDIC SOILS AND LOW LEVELS OF PHOSPHORUS AND MAY NOT
REQUIRE THE ADDITION OF LIME AND PHOSPHORUS.
4. INCORPORATE LIME AND FERTILIZER (AND PINE BARK IF ADDED) INTO THE TOP 6 INCHES OF THE SOIL USING A
ROTOTILLER OR BY HAND. ROTOTILL OR HAND CULTIVATE TO WELL INCORPORATE THE AMENDMENTS AND GET A
UNIFORM LOOSELY TEXTURED SOIL OF MINIMUM 6-INCH DEPTH.
5. RAKE OR HARROW THE 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. 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
SEEDING. HAND RAKE AGAIN TO BREAK UP THE CRUSTY SURFACE BEFORE SEEDING OR PLANTING.
C. INSTALLATION:
1. SEEDING:
a) SOW THE SEED ON FRESHLY PREPARED SOIL. ENSURE UNIFORM COVERAGE BY USING A CENTRIFUGAL
(ROTARY) OR DROP -TYPE SPREADER. AREAS LARGER THAN 100 SQ. FT. SHALL BE SEEDED WITH A MINIMUM OF
TWO PASSES AT THE APPROPRIATE PARTIAL RATE FOR EACH PASS. FOR AREAS AVERAGING GREATER 15 FT.
WIDTH, APPLY HALF THE SEED IN ONE DIRECTION AND THE OTHER HALF AT RIGHT ANGLES TO THE FIRST
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
POUNDS OF 10-20-20 PER 1,000 SQUARE FEET AT THE TIME OF SEEDING.
c) LIGHTLY COVER THE SEED BY HAND RAKING OR DRAGGING WITH A MAT OR CHAIN -LINK FENCE. ROLL OR TAMP
THE SOIL LIGHTLY TO FIRM THE SURFACE AND PROVIDE GOOD SEED -TO -SOIL CONTACT.
d) MULCH GRASS SEED WITH WEED -FREE SMALL GRAIN STRAW OR HAY APPLIED AT A RATE OF 2 TONS/ACRE.
STABILIZE SMALL AREAS OF MULCH BY ROLLING, WATERING OR TACKING WITH ASPHALT TACKING SPRAY.
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
TWINE NETTING.
e) SITE TO BE SEEDED ACCORDING TO TABLE 3 BELOW.
D. CLEANUP AND INSPECTION:
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
ADDITIONAL COST TO THE OWNER. ALL WORK AREAS SHALL BE LEFT IN A CLEAN AND NEAT CONDITION. ALL
DAMAGE TO EXISTING CONSTRUCTION CAUSED BY LANDSCAPING OPERATIONS SHALL BE REPAIRED TO THE
SATISFACTION OF THE TOWN AT THE CONTRACTOR'S EXPENSE.
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,
WILL BE ALLOWED UP TO A MAXIMUM OF 3% OF THE SEEDED AREA FOR EACH 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) 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.
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
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
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
STAND OF TURF HAS NOT BEEN PRODUCED AT THE TIME OF FINAL INSPECTION, NECESSARY REPAIRS SHALL BE
PERFORMED IN CONFORMANCE WITH THE REQUIREMENTS OF THIS SECTION. UPON COMPLETION OF THESE
REPAIRS, THE SEEDED GRASS SHALL BE REINSPECTED UPON WRITTEN NOTICE AS ABOVE.
TABLE 3
LAWN SEEDING
(Cool- and Warm -Season Grasses)
Typical Planting Rate/1,000 sq. ft.
Lawn G rass
Planting Dates'
Seeds
Space Planting3
Sprigging4
Tall fescue
March 1 to Oct. 15
(Aug. 15 to Oct. 1 optimum)
6
-
-
Tall fescue/annual (winter) rye
Oct. 15 to March 1
6 fescue
1 rye
Bermudagrass(seed)
Apr. 1 to Aug. 15
1 to 2
-
-
Bermudagrass (vegetative)
Apr. 15 to Aug. 30
-
5
5
Centipedegrass
March to July
0.25 to 0.50
5
-
Zoysiagrass
April to July
-
5 45
St. Augustinegrass
Apr. to July
-
5 4-
*NOTE: SUBSTITUTE GRASS SEED MIXTURES MUST BE REVIEWED AND APPROVED BY THE ENGINEER.
AI/ITCC
1. SOD CONSISTING OF COOL -SEASON GRASSES CAN BE INSTALLED ANYTIME THE GROUND IS NOT FROZEN. SOD
CONSISTING OF WARM -SEASON GRASSES CAN BE INSTALLED AS LONG AS SOIL TEMPERATURE E CEEDS F
(TYPICALLY APRIL 15 TO OCTOBER 1).
2. POUNDS OF SEED PER 1,000 SQ. FT.
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.
PERMANENT LAWN SEEDING MEASURES
PROJECT MANAGER V. HAYNES, PE
NOT TO SCALE
,,`�pnnnrrgrr�
.�e� A CARO���''�.
a SEAL
032062
UNK.
�AhOW'41
06M8/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
EROSION CONTROL DETAILS
FILENAME I - OOG-013
SCALE - N.T.S.
SHEET
OOG-013
U
C

6
I
vT
co
CONSTRUCTION ENTRANCE �CP
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100 YEAR FLOOD ZONE
_ WETLAND AREA 5 SB-204
} 0.11 ACRES
Ia �
x
v 1000,
_ xl
// II
Y� X
EXISTING CEMETERY SITE
dK-249 0810. X
1 10 METER CEMETERY SITE BUFFER
-x— —
\ SUBJECT PROPERTY LINE (TYP) \��- SB-203 X
100 YEAR FLOOD ZONE
WETLAND AREA 6
1.13 ACRES
SEE SHEET 02CO-DO01 FOR CONTINUATION
_ x,k1
PROJECT MANAGER V. HAYNES, PE
PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
PROJECT NUMBER 110302238
,,,,,I II I111///,/
&SEAL
CAROo��•' _
032062It 1
=
U '
06 8/2022
7
- 1
i X� \
X � \
xl
Ix1 \
f
XI �\
1
x
X \1
'I f
�x
WETLAND AREA 7
\ / 1.53 ACRES
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
0
200 0 200 400
SCALE IN FEET
GENERAL NOTES:
1. PHASE 1 INCLUDES BOTH TEMPORARY AND PERMANENT
BASINS AND TRAPS. SEE EROSION CONTROL BASIN
SUMMARY BELOW.
2. SEE SHEET OOG-005 FOR SEDIMENT BASIN, SKIMMER
BASIN, AND SEDIMENT TRAP SUMMARY TABLES.
3. SEE SHEET OOG-007 FOR SEDIMENT BASIN, SKIMMER
BASIN, AND SEDIMENT TRAP DETAILS AND NOTES.
4. MAXIMUM SLOPES ARE 3H:1V UNLESS NOTED
OTHERWISE.
5. SITE LAYOUT IS BASED ON GASTON COUNTY UNIFIED
DEVELOPMENT ORDINANCE, APPROVED 2/22/2022.
6. 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."
7. CULVERTS TO CONVEY CLEAN WATER ARE TO BE
INSTALLED FIRST IN THE PROJECT PRIOR TO
INSTALLATION OF TRAPS. PROVIDE CULVERT INLET
PROTECTION AND OUTLET PROTECTION.
8. 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 WIDTH OF
DISTURBANCE ACCOUNTED FOR ALONG FENCE LINE.
9. SEE SHEET OOG-002 FOR LEGEND
EROSION CONTROL BASIN SUMMARY
TEMPORARY SEDIMENT TRAPS:
ST
220
221
222
224
225
226
227
228
TEMPORARY SKIMMER BASINS:
SK
241
243
244
245
246
247
248
249
TEMPORARY SEDIMENT BASINS:
SIB
208
209
210
PERMANENT SEDIMENT BASINS:
SIB
SB201
SB202
SB203
SB204
SB205
SB206
SB207
LITHIUM HYDROXIDE CONVERSION
PLANT EROSION CONTROL & DRAINAGE
AREAS PHASE 1 - OVERALL MAP
FILENAME - 01CP-001 SHEET
SCALE - 1" = 200' 01 CP-001
FBI
C
IV
0

1 2 3 4 5 6 7
\� SEE SHEET OOG-003 FOR CONTINUATION -
- NO PROPOSED A
DEVELOPMENT AT THIS
LOCATION NORTH OF
HEPHZIBAH CHURCH ROAD
RD (60 ROW)
co -- A
CHUR
— EPHZIBAH -CH
- 884 \
y - RECLAIMED =
Go STAGING AREA a�
-A'
S � 1
--,, _899" CULVERT C-101
w
;;v i
,% j. - � ' _- y ♦, w w w w w w w w v 59 LF 24" REINFORCED CONCRETES-
,' \ PROPOSED w w w w w . . \\\ PIPE @ 5.12% SLOPE
' �' ST L20, w
BUILDING w w w w w w SEE GENERAL NOTE 7 �
w ST,221 w w w w w -
•, w,ww w T
� V36"RE j _ CUL 102 00
w 'LF INFOR LD CONCRETE PIPE -
w w w w ° . 879- ,
w 47
g
CSX RAIL @ o ' -- -
RIGHT-OF-WAY 1 6.45 / SLOPE - ¢
u
ST-222�
w �w
RECLAIMED w .' ,y �l �_ ��w w w w liai O� — CP
W
STAGING AREA / w w w w w w♦ I - - '8� �.`
914 1 0\ v a A = y
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O I w w w S- 4 w li
ST-22
I " w w w. � y +• t ;� CULVERT C-103 �\.... \;.. ,;.' p ♦
• w w w
08 LF 48" REINFORCED CONCRETE PIPE 2.76% SL w I<I
O
1;1 w y w w y w w w ` w w w,, w .• \�., w ----------------- — ------ — — r.................._..._„
rl w
9v7 1\,1 w, m w ♦ .�., \ 1\a�,. ♦ w i�"�� :
�'
1�1 ,,.�, : �`; �� w � w - w � w w �_ w a � w � �.;_ ':::. `v �;; v WETLAND AREA 3
11 V - 009ACRES �''�wwwwwwwww w I I�I
-207
� w / I: PROPOSE�PENCE
- It•1 _ - - �, .z. \ \_»:: EA 4 w w w w w w w SEE GEN AL NOTE 8
WETLAND AR w w w w I i
1
0.06 ACRES
111 ` \ .,,, ;\�\'• ,,,,..,,•\\\ r'`\,. l \_� '._ \\'%• ♦. \',...... / t\j 860
1 �•w838
200 0 200 400
SCALE IN FEET
GENERAL NOTES:
1. PHASE 1 INCLUDES BOTH TEMPORARY AND PERMANENT
BASINS AND TRAPS. SEE EROSION CONTROL BASIN
SUMMARY BELOW.
2. SEE SHEET OOG-005 FOR SEDIMENT BASIN, SKIMMER
BASIN, AND SEDIMENT TRAP SUMMARY TABLES.
3. SEE SHEET OOG-007 FOR SEDIMENT BASIN, SKIMMER
BASIN, AND SEDIMENT TRAP DETAILS AND NOTES.
4. MAXIMUM SLOPES ARE 3H:1V UNLESS NOTED
OTHERWISE.
5. SITE LAYOUT IS BASED ON GASTON COUNTY UNIFIED
DEVELOPMENT ORDINANCE, APPROVED 2/22/2022.
6. 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."
7. CULVERTS TO CONVEY CLEAN WATER ARE TO BE
INSTALLED FIRST IN THE PROJECT PRIOR TO
INSTALLATION OF TRAPS. PROVIDE CULVERT INLET
PROTECTION AND OUTLET PROTECTION.
8. PROPOSED FENCE TO BE INSTALLED AS SHOWN
�1 WETLAND AREA 1 RAIL YARD AND �\-- \\ \�;;\ - h I I SURROUNDING THE DEVELOPMENT. BREAKS IN THE
.1 RAIL LINE TO PLANT \'' I \ / '= FENCE LINE OCCUR WHERE IT INTERFERES WITH
;\ 0.52 ACRES \ \\ \ O I -
e
DISTURBANCE ACCOUNTED FOR ALONG FENCE LINE
-- -- � 1 -- '•••••• EXISTING STREAMS OR WETLANDS 15 FT WIDTH OF
11PROPOSED FENCE SK-243 `-.♦ `. "�:;. `v A `;\�\v - ' 1..-- -- .•-- �`. i °o, v �< ���
I I III n i
1 — ; • , _ ., \_A �_ = .. , , EXISTING CEMETERY SITE /- �\ �`�`� `
1111 SEE GENERAL NOTE 8 , �• .,+-__v __�.> v.,.,,_ --- -_-_ a : ,n ,; / STREAM BUFFER 30 FT 9. SEE SHEET OOG-002 FOR LEGEND
•.
SITE FROM TOP OF BANK
� v �`' • 10 METER CEMETERY E BUFFER I � �
-n•1
1
K-24 _
I —
1 LIMITS OF DISTURBANCE
1\ —
STREAM CROSSING NO. 3 /
v_,..____ •._ ' /,,: ,' � DRAINAGE AREA
SEE SHEET 01CP-B007 s, N
"�
SB-201 DELIN
SEE GENERAL NOTE 6 ��, ,;%camTION cp
I tll 00
/
--- '
11 A V •
1�V A
i
T°4°�i C PROPOSED � '
Ir•
CONVERSION
SB-205 I� ch � a� >`•�• +1 \
- \ _
� PLANT
,S K-24,
a
1; SK-245 _ I,, - - _ • 1�; �.r A -- ------------------ ------ �•� `•� '
�. , v
1, co
1�( 8 ( ST-226
pC 1`.I
; ♦ 3 8 35 838 . v v n ♦♦ 1
k � I'i - - 84L 28 � 8 1
m s 2
• Op 1�
,\ 2 � 1
,., Y S '' B 202
i00 1
i
r
j'
—T- V 11�,v 30' STREAM BUFFER (TYP) O
— - y vv� - u :,o a 843
A.
-�
-
o O
STREAM CROSSING NO. 41. _C
SB 206
SEE SHEET 01CP-B007
DO.
00
a �
d SEE GENERAL NOTE 6
• w
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i
ST-225
,'i 1 1
ZONING SETBACK
AND PROPOSED
,.;� ST-227
1'-
' J.
1 .,ter •.>
CD
' I 1- � c� I � 100 YEAR FLOOD ZONE _ _- I'i'%'�
FENCE LINE, SEE WETLAND AREA 5 /
.1
1� ;-------- a 0.11 III \v`
\ \ 1\
NOTE 8 " 0.11 ACRES
L
SB-20400
—
co
ii
Ilj�-00
EXISTING CEMETERY SITE �— aMo
O
PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
10 METER CEMETERY SITE BUFFER
SUBJECT PROPERTY LINE (TYP)
100 YEAR FLOOD ZONE
,
WETLAND AREA 6
1.13 ACRES
SEE SHEET 02CO-DO01 FOR CONTINUATION
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
PROJECT NUMBER 110302238
g2 =Q14 , I
Uj
---
�````��N-••CAROL'
•• o
S S = :•oF� �0�•..2
_ '•�� SEAL ��•' _
032062 =
06 8/2022
WETLAND AREA 7
1.53 ACRES
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
EROSION CONTROL BASIN SUMMARY
TEMPORARY SEDIMENT TRAPS:
ST
220
221
222
224
225
TEMPORARY SKIMMER BASINS:
226
227
228
SK
241
243
244
245
246
247
248
249
PERMANENT SEDIMENT BASINS:
SIB
SB201
SB202
SB203
SB204
SB205
SB206
SB207
LITHIUM HYDROXIDE
CONVERSION PLANT- PLAN VIEW
EROSION CONTROL PHASE 2
FILENAME - 01CP-002 SHEET
SCALE - 1" = 200' 01 CP-002
FBI
C
IQ
0

PIEDPAONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
SEAL
032062
9% CIN I N
OI� E q
/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
ROAD PROFILE
FILENAME I - 01CP-003
SCALE I - 1,, = 100,
SHEET
01 C P-003

i
PIEDMONT
L I T H I U M
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
C�►rrq��� i
• Q� SEAL 9�:•�
032062
U ,
i
rlll�
06 8/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
RAIL PROFILE 1
FILENAME I - 01CP-004
SCALE I - 1,, = 100,
SHEET
01 CP-004

i
PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
C�►rrq��� i
Q� SEAL 9�:•�
032062
i
rr►u�
06 8/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
RAIL PROFILE 2
FILENAME I - 01CP-005
SCALE I - 1,, = 100,
SHEET
01CP-005

1 2 3 4 5 6 7
1
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A l i
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■■■■■■ CULVERT C-102 ( /
- `� ■�� =; LINE TYP i
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TOC: 16.1 MIN01
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PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V.HAYNES,PE
PROJECT NUMBER 110302238
• SS •. -.
SEAL
032062 =
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
n
01
200 0 200 400
SCALE IN FEET
LITHIUM HYDROXIDE
CONVERSION PLANT -
DRAINAGE ANALYSIS MAP
FILENAME - 01CP-006 SHEET
SCALE - 1" = 200' 01 CP-006
■J
C
0

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r! mmmlumumiumuulmlmulgq glgmuwlqquqeuuwuuuuuuuu umununummuumuuuumuuu uuuuwumwqumqulmq!luuuqulunum�uuuw uumxrmm! ! mrouuw uumium� ! ! 'n!!um a muulummmlmouuuuuuuuuullmlgnmlmw !lurle!!!1��-----agmuuraumuuuuuuuuuuuuuuuuw uu nuuuuuuuuuuuuuuuuummluuu m
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SEE SHEET 01CP-13007
PROPOSED
CONVERSION - \
PLANT .,
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0.11 ACRES - _ -
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:
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10 METER CEMETERY SITE BUFFER`
_ — 1.53 ACRES
/ \ SUBJECT PROPERTY LINE (TYP) `;_ SB-203 -
s
J
1 \ 100 YEAR FLOOD ZONE"°«°
J.
PIEDMONT
LITHIUM
9�\
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
WETLAND AREA 6
1.13 ACRES
BEAVERDAM CREEK
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmlm Boomm�mmmmmmmmmlmmmmlmmmmmmmmlmq!lmmmmmmmmmmmmmmmmmmmmm�mmm
PROJECT MANAGER V.HAYNES,PE
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT NUMBER 110302238
CONVEYOR FROM MINE SITE,
SEE SHEET 02CO-DO02
Immmmmgmmmmm!lmmmmmmmm!llmlmluumnwf,iuuuymuummllmllm�m
1111I III„,,
SS ?SEAL
032062 =
:•F�G
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
n
01
200 0 200 400
SCALE IN FEET
LITHIUM HYDROXIDE
CONVERSION PLANT- PLAN VIEW
KEY MAP
FILENAME - 01CP-007 SHEET
SCALE - 1" = 200' 01 CP-007
FBI
0

1 2 3 4 5 6 7
GENERAL NOTES: - / / \ ■ I
1. CULVERT TO BE INSTALLED FIRST IN PHASE 1 TO PROVIDE FOR CLEAN WATER BYPASS - ,� /-x' ■
ACROSS SITE. PROVIDE CULVERT INLET PROTECTION AND OUTLET PROTECTION. SEE 00
SHEETS OOG-009 AND OOG-010. J
2. ALL SLOPES 3.1 AND STEEPER SHALL BE STABILIZED WITH NORTH AMERICAN GREEN �� / / / �' / �� �� �� \ � I ■
S150. SEE DETAIL SHEET OOG-012. CONSTRUCTION ENTRANCE v <__�,' y�`
3. SEE SHEETS 01CP-A004 AND 01CP-A005 FOR SEDIMENT BASIN DETAILS AND _ / SEE DETAILS ON SHEET OOG-008 AND CONCRETE WASHOUT ��-� V� 1� ;
' ' x
� ST-228
STAGE -STORAGE DATA. -x I y `�_ ■
-�" ST-220
4. SEE SHEET OOG-005 FOR TRAP AND BASIN SUMMARY TABLES. SEE SHEET OOG-007 FOR / ♦♦ ` I 1 ` ` \ ■
SEDIMENT TRAP AND SKIMMER BASIN DETAILS. SEE THIS SHEET FOR STAGE -STORAGE 89 J / ` ` I y ` `� ■
��" 1 \ ■
DATA. / � � � _ ♦ � I �- •�
5. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE DEVELOPMENT. /♦ f
♦ SK-247 I f
BREAKS IN THE FENCE LINE OCCUR WHERE IT INTERFERES WITH EXISTING STREAMS OR _ / �.'�,� ♦♦
WETLANDS. 15' WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE _ - - _ ♦♦ - \� f�� ■I
LINE. a� ���■ y
6. CONNECTIONS TO MUNICIPAL AND OTHER EXISTING UTILITY SYSTEMS ARE STILL TO BE -_ /
DETERMINED. LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE. `� �' �♦ � y ♦ ■
7. SEE SHEET OOG-002 FOR LEGEND. -'A�1 �� ���� ��► ♦ ■
CONSTRUCTION STAGING
AREA
� � � � I ♦♦�� y � �
/ CONSTRUCTION ENTRANCE
EXISTING CSX RAIL �� AND CONCRETE WASHOUT / i� APPROX. 2 ACRES CULVERT C-10�♦��V v1X-T-X-X-X-X-X-X-X-X-X-X�X
WAY y g0 SEE DETAILS ON SHEET OOG-008 � �x, /�+' ♦ SEE GENERAL ♦♦ y 1�
NOTE #1 ♦♦♦A� I� DRAINAGE AREA
x tee �.� _ _� �k I ♦♦ I DELINEATION
7� I,+/-
�' ♦ Xy f y / Ai}
is
en F CONSTRUCTION STAGING ♦ ��
/ �+ � ♦� AREA 2
t F - �+
� APPROX. 6 ACRES \♦♦ I
ST-22
+ I�� / �k� --- ' ♦ �►
B80
_ - SK-246 f ♦
_xI
f
r
100,s X♦ �♦ +�+ SK-241 �1a _ ■ X�
♦`t `
.100,+. CULVERT C-103` ; ;\♦ : xl
x �1 ; ♦♦ -�+� SEE GENERAL + x I X
♦ X / / :� - y•+� NOTE #1 ` / I I` ■ I X
♦ � \ `+ � �= STREAM BUFFER 30 FT
♦♦ x / / \ FROM TOP OF BANK - �� - �,- +' j / �� ■
�.
- ♦ X � � ♦ � V� �x -x I ♦ � �� ■
R ,� ♦ ■
♦ I X CONSTRUCTION STAGING R ��♦ ` \` `+� ♦ X
_`\ I
♦ X \ `♦♦ ♦ y `+� CULVERT C-102 ` \ ♦ �V ■ xI
\ AREA 4 + ♦ \ \ + � �• R i / 1 ` �
Imo\ \ ♦ I X APPROX. 6 ACRES R+�♦♦ y+� SEE GENERAL +� ♦\ \ ♦ \ ile oo/ ■ -7L,
x \k x,k\ IX R� ♦ 4- NOTE NOTE #1 ♦♦ R ij/-X_ X
100
\x,x\ \ \`♦ y ` \4-
�x� k k X♦ y ♦ \ +� _� SB-208 ��♦\
X �V js A ♦ ���� \A� SEE SHEET 01CP-AO04
\+
for
oloo
+ -
'x
y� +♦ �o
x�
♦ �� \ �♦ \ x CO
Z clo
SEE SHEET 01CP-AO05\4- f♦A
_ +
i
♦\
x LIMITS OF - ♦ ♦ y +
X DISTURBANCE - ��� V� �� > ��♦ ■
■
x� gV\.��� SK-248 �. y\ ■
\`
� PROPOSED FENCE
�� y
X DELINEATED WETLAND LINE, SEE NOTE 5 �- y�_ ��. ♦ \, �+� \ ■ -
\+
x� I \ 1 ♦ y X' x- - x03
X.
SK-243 � \ ♦ �� � ` � �� � �
670Yl�
♦ fix
x- x�x x �l I A \� ■ �X - J
�X fix- x�x X V ♦♦ I �� \ ■
0
x x-X-x �+ \ y \ H
LLI
+ LLI
/ ■ z
x- �x ZONING SETBACK (TYP) �
x ♦
♦ �� V ` ♦`+
` \ ., ��
IJ
LLI
- PROPERTY LINE TYP x `� y\ �+ cn
J
- - PLANTING BUFFER (TYP) �x \ \ +■ U
x ♦+■
sr _ - _
_ w ■- ■'fir ��■ ■■■■■■ ■ � ■ ■■■ ■
MATCHLINE: SEE SHEET 01CP-CO01
/ X /
�' 1 ♦ \ �.�
y -
PIEDMONT
L I T H I U M
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
PROJECT NUMBER 110302238
CA
0�
&SEAL
��•' _
032062 =
1r LNG I N Fe,:
06 8/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
0
100 0 100 200
SCALE IN FEET
SEDIMENT TRAP AND SKIMMER BASIN
STAGE STORAGE DATA
S T-220
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
889.00
0.00
852
0
890.00
1.00
1,091
969
891.00
2.00
1,355
2,190
892.00
3.00
1,645
3,687
893.00--t
4.00
1,960
5,488
ST-221
Elev. (msl)
Depth (ft)
I Area (sf)
Cumulative Volume (cf)
884.00
0.00
778
0
885.00
1.00
1,032
902
886.00
2.00
1,317
2,074
887.00
3.00
1,632
3,545
888.00
4.00
1,978
5,348
S T-222
Elev. (msl)
Depth (ft)
I Area (sf)
Cumulative Volume (cf)
876.00
0.00
1,081
0
877.00
1.00
1,348
1,212
878.00
2.00
1,640
2,704
879.00
3.00
1,957
4,500
880.00
4.00
2,300
6,626
ST228 - Phase 1
Elev. (msl)
Depth (ft)
I Area (sf)
Cumulative Volume (cf)
892.00
0.00
708
0
893.00
1.00
947
825
894.00
2.00
1,212
1,901
895.00
3.00
1,501
3,255
896.00
4.00
1,816
4,911
SK-241 - Phase 1
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
874.00
0.00
3,928
0
875.00
1.00
4,426
4,175
876.00
2.00
4,949
8,860
877.00
3.00
5,497
14,080
878.00
4.00
6,071
19,862
SK-243 - Phase 1
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
874.00
0.00
2,676
0
875.00
1.00
3,083
2,877
876.00
2.00
3,515
6,174
877.00
3.00
3,972
9,915
878.00
4.00
4,454
14,126
S K-246 - Phase 1
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
877.00
0.00
3,539
0
878.00
1.00
4,013
3,774
879.00
2.00
4,512
8,034
880.00
3.00
5,036
12,805
881.00
4.00
5,585
18,113
SK-247 - Phase 1
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
888.00
0.00
2,273
0
889.00
1.00
2,658
2,463
890.00
2.00
3,069
5,324
891.00
3.00
3,505
8,609
892.00
4.00
3,966
12,342
SK-248 - Phase 1
Elev. (msl)
Depth (ft)
I Area (sf)
Cumulative Volume (cf)
870.00
0.00
3,720
0
871.00
1.00
4,214
3,964
872.00
2.00
4,732
8,435
873.00
3.00
8,276
14,857
874.00
4.00
5,845
21,882
C
In
w
LITHIUM HYDROXIDE
CONVERSION PLANT - EROSION
CONTROL PHASE 1 - INSET A
FILENAME - 01CP-AO01 SHEET
SCALE - 1,, = 100, 01 CP-AO01

PIEDPAONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
1
12/08/2021
8/27/2021
REVISED PER DEMLR COMMENTS
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
,\A CARo/
•• ASS, ••.
SEAL _
032062 =
06/08/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
LITHIUM HYDROXIDE
CONVERSION PLANT - EROSION
CONTROL PHASE 2 - INSET A
FILENAME - 01 CP-AO02
SCALE - 1,, = 100,
SHEET
01 CP-AO02

i
PIEDPAONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
CAR��
`�
0 SEAL v� �
032062
1�•� IN F'
V � � ••.• .•••yam```
06M8/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
LITHIUM HYDROXIDE
CONVERSION PLANT -
RECLAMATION PLAN - INSET A
FILENAME I - 01CP-AO03
SCALE I - 1,, = 100,
SHEET
01 C P-AO03

1 2 3 4
7
y
\ 50 0 50
y
\ SCAL IN FEET
y\
y
y
\ CONSTRUCTION STAGING AREA
y
y
y
A
y POROUS BAFFLES
\ SEE DETAIL SHEET OOG-011
y �
72" OUTLET STRUCTURE WITH
SKIMMER AND 50 LF OF 24" DOUBLE
BARRELHDPE ��, �
SEE DETAILS THIS SHEET �
VOO
TOP OF BERM ELEV. 879.00 ; 100 000 000
CULVERT C-102 MAY BE INSTALLED �f\ SB-208
IN PHASE 1 TO FACILITATE 0000010
CONSTRUCTION OF ROAD
' '
�\ �p 4 \
41
BOTTOM OF POND
i+ ELEV. 874.00
`+ OUTLET PROTECTION OP-208
-SEE SUMMARY SHEET OOG-005 RIP RAP SLOPE
PROTECTION TYP.
t�
SILT FENCE+�
SEE DETAIL SHEET OOG-008
le
.0000
0000
+ y \�+I
\ +
�f y\ EMERGENCY SPILLWAY 0-00
• ELEV. 877.50 le 0000,
LIMIT OF DISTURBANCE : y
+ SEE DETAIL THIS SHEET
+
` y
*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
PLAN VIEW
SCALE: 1" = 50'
INSTALL COLLAR WITH CORRUGATIONS
VERTICAL. COLLAR TO BE OF SAME GAGE
AS THE PIPE WITH WHICH IT IS USED.
III IIII III IIIIIIIII BAND
III 1/2" X 2" SLOTTED
I I I I I I I I I I I I
2„ III 1 III HOLES @ 8" C.C.
III III FOR 3/8" BOLTS
1a 10' 1101 + IJ 1'01 1 p
z 2"� - OD OF PIPE
IJ 1 101 101 IQ 1 101 bl
1111�111111 II�1111�1
J I I I I I I I I I I I
111111111111111111111 I II
( I I I I I I I I I I I
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ONE PIECE CONNECTING
I I I I I I I I I I I I I I
BAND WELDED TO PIPE-
W: 4' MIN. CONTINUOUS WELD BOTH
SIDES OF BAND
NOTE: 'L' AND 'W' MUST BE AT LEAST 2-TIMES THE PIPE DIAMETER.
ANTI -SEEP COLLARS
NOT TO SCALE
6'x6' (INSIDE
DIMENSION) RISER
STRUCTURE
CONCRETE
BASE
SKIMMER,
SEE DETAIL
THIS SHEET
FILL MATERIAL-\
as
a
2
-a
-
a
a °
° a
z
RISER PLAN VIEW
NOT TO SCALE
PIEDMONT
LITHIUM
CUTOFF TRENCH ALIGNS
WITH j EMBANKMENT
EXISTING GROUND
2' MINIMUM IF NOT
CUT TO BEDROCK
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
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
AREA WITH SEDIMENT CONTROLS.
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
AREA.
NON -WOVEN GEOTEXTILE FABRIC -
BETWEEN ALL SOIL AND RIP -RAP.
ANCHOR IN FABRIC BY RUNNING
ALONG FACE OF SPREADER LIP TO
TOP OF FOOTER.
3:1
POND BOTTOM o
ELEV: 874.00
KEY IN RIP -RAP
PVC END CAP
5 6
TOP OF BERM. ELEV 879.00
ELEV. 877.5
SECTION B
12" CLASS 1 RIP -RAP
COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL
REMOVED.
VIRGIN GROUND
3:1 ELEV: 876
KEY IN RIP -RAP
SECTION A
EMERGENCY SPILLWAY
NOT TO SCALE
PERSPECTIVE VIEW
PVC ELBOW
WATER SURFACE
°O °° PVC END CAP
SCHEDULE 40
8" PVC PIPE
PVC PIPE SEE TABLE FOR
1 /2" HOLES IN PIPE DIAMETER
PVC TEE UNDERSIDE
_SUITABLE EARTHEN MATERIAL
TO 95% OF
CUT-OFF TRENCH STOANPDARD PROCTOR MAX.
NOT TO SCALE DRY DENSITY WITHIN 2%
OPTIMUM MOISTURE CONTENT
SKIMMER, -
SEE DETAIL
THIS SHEET
SEDIMENT
CLEANOUT
GAGE
24" DIA. CMP
24" DIA. CMP
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
SEDIMENT CLEANOUT
MARK, ELEV 875.25
BOTTOM OF POND
ELEV 874.00
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
1
12/08/2021
8/27/2021
REVISED PER DEMLR COMMENTS
MINING PERMIT
ISSUE
DATE
DESCRIPTION
END VIEW
FLEXIBLE
HOSE
"C" ENCLOSURE
WATER ENTRY UNIT
PVC VENT SCHEDULE 40
PIPE PVC PIPE
5" PIPE DIAMETER
PVC TEE _ 2.25" ORIFICE P-,;T-
NOTES:
1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
FRONT VIEW CONNECTIONS.
FAIRCLOTH SKIMMER
NOT TO SCALE
TRASH RACK
RETRIEVAL ROPE
ANCHOREDIN
72" CONCRETE THE SLOPE
RISER STRUCTURE 1' FREEBOARD
-------------------------
--- --
LILI
o°❑°❑❑ UULILIo�]ULILIEL11] RISER CREST ELEV. 876.50
I I
�1
3
INV. ELEV 873.50
� 1 II III III III
1 1
CONCRETE BASE ----
7.5'x7.5'x2.0'
'ROJECT MANAGER V. HAYNES, PE
1 O' TOP OF
BERM WIDTH
CUT OFF TRENCH
24" DIA. CMP
20' EVERY
20'
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
SEDIMENT RISER BASIN
NOT TO SCALE
,,,,,,,,,,
_ • �� SEAL �� •�
032062 =
P'06T8/2022
Cumulative Storage
880.00
879.00 TOP OF BERM 79.00
878.00 878.00
EMERGENCY SPILLWAY 77.50
877.00 77.00
76.50 PRINCIPAL SPILLWAY
0 876.00 76.00
v 875.00 .00 875.25 CLEANOUT ELEV.
w
874.00 874.00
873.00
872.00
871.00
0.00 0.21 0.28 0.44 0.60 0.78 0.96 1.36
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
874.00
0.00
9,033
0.00
875.00
1.00
10,632
0.23
875.25
1.25
11,034
0.29
876.00
2.00
12,665
0.49
876.50
2.50
13155
0.64
877.00
3.00
14,061
0.80
877.50
3.50
14,964
0.96
878.00
4.00
15,868
1.14
879.00
5.00
17,718
1.52
Skimmer Outlet
Desired Skimmer Drawdown Time (td)6
7 2, h r s
Desired Skimmer Drawdown Rate (Qd)
3,390 ft3/day
Skimmer Size
-;.;1 in
Head on Orifice (H)5
0.500 ft
Calculated Orifice Diameter'
1.441 in
Actual Orifice Diameter$
1.500 in
Actual Skimmer Drawdown Time
66 hrs
RIP RAP EMERGENCY SPILLWAY,
SEE DETAIL THIS SHEET
1'FREEBOARD
TOP OF BERM. ELEV 879.00
-0.5' DEPTH OF FLOW
EMERGENCY SPILLWAY ELEV 877.50
EMBANKMENT STABILIZED
1 WITH VEGETATION
3
ANTI -SEEP COLLAR
SEE DETAIL THIS SHEET
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
OUTLET APRON
SEDIMENT BASIN 208 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 208 Principle Spillway, Drop Pipe
Riser Top Elev:
876.50
ft
Riser Length:
6.0
ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
50.00
ft
Culvert Diameter:
24.00
in
Culvert Invert In:
873.50
ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
42.13 cfs
Required Discharge:
42.13 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD
FORCE IS A MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE
(BUOYANCY)
72" CONCRETE RISER
WEIGHT = 15,220 lb
WHERE:
RISER WEIGHT = 15,220 lb
WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH)
x UNIT WEIGHT OF CONCRETE
WEIGHT OF CONCRETE BASE = (7.5 ft x 7.5 ft x 2.0 ft) x 150 Ib/ft3 =
16,875 lb
STRUCTURE WEIGHT = 15,220 lb + 16,875 lb = 32,095 lb
BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
BUOYANCY = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE
(BUOYANCY)
32,095 lb > 13,478.4 lb x 1.25
32,095 lb > 16,848 lb
1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR
THE INLET BASE SHALL HAVE A MINIMUM COMPRESSIVE
STRENGTH OF 4,000 PSI.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE
IS USED, ALL AREAS WHERE THE PIPE IS TO BE IN CONTACT
WITH CONCRETE SHALL BE PAINTED WITH A BLACK
BITUMINOUS ENAMEL PAINT.
SEDIMENT BASIN SB-208,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-AO04
SCALE - 1 " = 50'
C
C
WE
SHEET
01 CP-AO04

72" OUTLET STRUCTURE WITH
SKIMMER AND 50 LF OF 24" DOUBLE
BARRELHDPE
SEE DETAILS THIS SHEET
2 3 4 5 6 7
`x
50 0 50� 100 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
`x
`k
SCALE IN FEET
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
7' CHAINLINK FENCE `ram INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
SEE DETAIL SHEET OOG-011 x'x.x ST-222
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
x�
AREA WITH SEDIMENT CONTROLS.
EMERGENCY SPILLWAY f` 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
ELEV. 883.50 - THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
SEE DETAIL THIS SHEET
' I IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
X
8Bo ' WETLAND AREA 2 AREA.
0.01 ACRES
tj
/ OUTLET PROTECTION OP-210
T SEE SUMMARY SHEET OOG-005
------- LIMIT OF
DISTURBANCE
ti ' X'X•X•X.f`�
' •X�x CULVERT C-103 MAY BE INSTALLED
01 •X.X'X IN PHASE 1 TO FACILITATE
rX•X'X CONSTRUCTION OF ROAD
POROUS BAFFLES
x,
SEE DETAIL SHEET OOG-011
x SILT FENCE
SEE DETAIL SHEET OOG-008
TOP OF BERM ELEV. 885.00
CONSTRUCTION STAGING AREA tc
R --
SB-210 �� +`f♦
_ R t♦
R '.
f♦
4-
R +♦ \
R y
* SB-210 IS FOR PHASE 1 CONSTRUCTION STAGING AREA. ONCE CONSTRUCTION IS COMPLETE AND STAGING AREA HAS BEEN STABILIZED. SB-210 MAY BE REMOVED.
PLAN VIEW
SCALE: 1" = 50'
INSTALL COLLAR WITH CORRUGATIONS CUTOFF TRENCH ALIGNS
VERTICAL. COLLAR TO BE OF SAME GAGE WITH j EMBANKMENT
AS THE PIPE WITH WHICH IT IS USED.
I I I I I I I I I I I I I I
BAND EXISTING GROUND
I
�II���II��III I�-1/2"X2"SLOTTED
2 l 1 1 1 1 l l 1 1 HOLES @ 8" C.C. FILL MATERIAL
I FOR 3/8" BOLTS 2' MINIMUM IF NOT
z IQ i i01 i IOi + id i �Oi I p � CUT TO BEDROCK
2" � 1 OD OF PIPE 1 N_ 7
idil0i i01 + Qli0ibi 1
IIIIIIIII IIIIIIII
�III�I�III�I I IIIII Illlil
I I I I I I I I I I I I I
2' (i L_
ONE PIECE CONNECTING
NON -WOVEN GEOTEXTILE FABRIC -
BETWEEN ALL SOIL AND RIP -RAP.
ANCHOR IN FABRIC BY RUNNING
ALONG FACE OF SPREADER LIP TO
TOP OF FOOTER.
3:1
POND BOTTOM o
ELEV: 880.00
KEY IN RIP -RAP
TOP OF BERM. ELEV 885.00
19', ELEV. 883.5
SECTION A
EMERGENCY SPILLWAY
NOT TO SCALE
A Mn e n A n l
PERSPECTIVE VIEW
"C" ENCLOSURE
WATER ENTRY UNIT
PVC VENT
PVC ELBOW
PIPE
PVC END CAP
WATER SURFACE
°°
000
PVC END CAP
SCHEDULE 40
8" PVC PIPE
7
SEE TABLE FOR
PVC TEE
PVC PIPE
1 /2" HOLES IN
UNDERSIDE
PIPE DIAMETER
BAND WELDED TO PIPE; SUITABLE EARTHEN MATERIAL
W: 4' MIN. CONTINUOUS WELD BOTH COMPACTED TO 95% OF STANDARD
SIDES OF BAND PROCTOR MAX. DRY DENSITY WITHIN
2% OPTIMUM MOISTURE CONTENT
ANTI -SEEP COLLARS CUT-OFF TRENCH
NOT TO SCALE
6'x6' (INSIDE
DIMENSION) RISER
STRUCTURE
z
CONCRETE
BASE
SKIMMER,
SEE DETAIL
THIS SHEET
a�
a
a
Z
g
-Q
a
a
4
z
RISER PLAN VIEW
NOT TO SCALE
PIEDPAONT
LITHIUM
NOT TO SCALE
24" DIA. CMP
24" DIA. CMP
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
SKIMMER, SEE DETAIL
THIS SHEET
SEDIMENT
CLEANOU-
GAGI
SEDIMENT CLEANOUT
MARK, ELEV 881.25
BOTTOM OF POND
ELEV 880.00
3 5/31/2022 REVISED PER DEMLR COMMENTS
2 12/08/2021 REVISED PER DEMLR COMMENTS
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
FLEXIBLE
HOSE
END VIEW FRONT VIEW
FAIRCLOTH SKIMMER
NOT TO SCALE
TRASH RACK
72" CONCRETE
RISER STRUCTURE
CONCRETE BASE
7.5'x 7.5'x 2.0'
RETRIEVAL ROPE
ANCHORED IN
THE SLOPE
MIN.
V FREEBOARD \
1❑❑❑❑0
700000
RISER CREST ELEV. 8
PROJECT MANAGER V. HAYNES, PE
�1
3
INV. ELEV 879.50
SECTION B
12" CLASS 1 RIP -RAP
COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL
REMOVED.
VIRGIN GROUND
3:1 \ ELEV: 883
KEY IN RIP -RAP
SCHEDULE 40
PVC PIPE
5" PIPE DIAMETER
PVC TEE J 2.25" ORIFICE PLATE
NOTES:
1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
CONNECTIONS.
10' TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS
BERM WIDTH SHEET
24" DIA. CMP
CUT OFF TRENCH
20' �� EVERY
r 20'
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
SEDIMENT RISER BASIN
NOT TO SCALE
CARO
z •:oFEss/o�..�
_ • �� SEAL ��••� '
032062 =
06 8/2022
Cumulative Storage
886.00
885.00 TOP OF BERM 85.00
884.00 884.00
EMERGENCY SPILLWAY 83.50
883.00 83.00
82.50 PRINCIPAL SPILLWAY
0 882.00 82.00 -
> 881.25 CLEANOUT ELEV.
-2 881.00 .00 -
880.00 880.00 -
879.00
878.00
877.00
0.00 0.49 0.61 1.01 1.30 1.59 1.90 2.21
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
880.00
0.00
20,173
0.00
881.00
1.00
22,098
0.49
881.25
1.25
22,588
0.61
882.00
2.00
24,079
1.01
882.50
2.50
25,091
1.30
883.00
3.00
26,116
1.59
883.50
3.50
27,157
1.90
884.00
4.00
28,211
2.21
885.00
5.00
30,326
2.89
Skimmer Outlet
Desired Skimmer Drawdown Time (td)6
72 hrs
Desired Skimmer Drawdown Rate (Qd)
6,390 ft3/day
Skimmer Size
8.0 in
Head on Orifice (H)5
0.500 ft
Calculated Orifice Diameter
1.978 in
Actual Orifice Diameter$
2.000 in
Actual Skimmer Drawdown Time?
70 hrs
1'FREEBOARD
TOP OF BERM. ELEV 885.00
0.5' DEPTH OF FLOW
EMERGENCY SPILLWAY ELEV 883.50
EMBANKMENT STABILIZED
1 WITH VEGETATION
3
ANTI -SEEP COLLAR
SEE DETAIL THIS SHEET
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN 210 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 210 Principle
Spillway, Drop Pipe
Riser Top Elev:
882.50 ft
Riser Length:
6.0 ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
30.00 ft
Culvert Diameter:
24.00 in
Culvert Invert In:
879.50 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
47.52 cfs
Required Discharge:
47.52 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
72" CONCRETE RISER
WEIGHT = 15,220 lb
WHERE:
RISER WEIGHT = 15,220 lb
WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT
WEIGHT OF CONCRETE
WEIGHT OF CONCRETE BASE = (7.5 ft x 7.5 ft x 2.0 ft) x 150 Ib/ft3 = 16,875 lb
STRUCTURE WEIGHT = 15,220 lb + 16,875 lb = 32,095 lb
BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
BUOYANCY = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
32,095 lb > 13,478.4 lb x 1.25
32,095 Ib > 16,848 Ib
1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
WITH A BLACK BITUMINOUS ENAMEL PAINT.
SEDIMENT BASIN SB-210,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-AO05
SCALE - 1 " = 50'
D
C
B
SHEET
01 CP-AO05

1
2
3
I -
X > -
.3 - -
X 0.
/
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X
XI
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-- - -- x
_x_ -x_x_—x_X_x_u_x_u_x_X_
X-
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DELINEATED /� DRAINAGE AREA I
WETLAND DELINEATION ,A x�
I
SEE
GENERAL
XI
NOTE #2 �'�," LIMITS OF x
DISTURBANCE
� Y
CONSTRUCTION STAGING X
EXISTING CEMETERY SITE, � � I
�,\ SEE NOTE 6 AREA 3 XI
/ APPROX. 2 ACRES
�o 10 METER CEMETERY SITE BUFFER I X
�o I x
I X
X `
r � � %'A ; SB-207
I X
SEE SEDIMENT BASIN SHEET 01CP-B006
y' XI
x
� ' J
STREAM BUFFER
!- / 30 FT FROM TOP X�
OF BANK X
X
X 77 X
■ x- x- x- x-
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i
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n
x
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IM ■ �� /
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Do \�,, r�� X
co' ♦ ' Ix
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■ — MATCHLINE: SEE SHEET 01CP-CO01 - / IXI ■
x
■
■ I/ X ■
PROJECT MANAGER V. HAYNES, PE
0
PIEDtAONT
L ITNIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
1
12/08/2021
8/27/2021
REVISED PER DEMLR COMMENTS
MINING PERMIT
ISSUE
DATE
DESCRIPTION
6 7
CHURCH ROAD
HF-PHZIBAH
-
60' R/W
II -
879
\X
875_
\ V cp
I \ \
I I
I I
I I
I
PROPERTY BOUNDARY (TYP)
I I I
I
I
864
PLANTING BUFFER TYP
i
I
I
PROPOSED FENCE LINE, ------
-- --
SEE NOTE 5 - —
i
I , CO
ZONING SETBACK (TYP) / 00
iO3
I 00
cp
I � i
O
Q'
O
-�
\ \
PARCEL,
NrBER � \ \ \\ V
TAX PIN
600976764 \
�__
B3.00 � AC v
\ \ �A CEL NUMB R 09200A \
X 360 R�0 79 81 �
�\ \ cp UNI AW
RA CIED \ .3 AC\865
ZQN�D: 16( S CNyC0.)
CIO
I
" PIEDMONT LITHIUM CAROLINAS, INC.
.•� CAR ',
�'�' CAROLINA LITHIUM PROJECT
z. �..7 ,
r sEAL i =
032062 = LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
06 8/2022
1\I
C
100 0 100 200
SCALE IN FEET
GENERAL NOTES:
1. AS PROPOSED INLETS ARE DEVELOPED FOR CONVEYANCE ON THE
CONVERSION PLAN PAD, INLET PROTECTION SHALL BE PROVIDED
PER DETAIL ON SHEET OOG-010.
2. ALL SLOPES 3A AND STEEPER SHALL BE STABILIZED WITH NORTH
AMERICAN GREEN S150. SEE DETAIL SHEET OOCP-012.
3. SEE SHEET OOG-005 FOR SEDIMENT BASIN SUMMARY.
4. SEE SHEET 01CP-B004,01CP-B005, AND 01CP-13006 FOR SEDIMENT
BASIN DETAILS AND STAGE -STORAGE DATA.
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
WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED
FENCE LINE.
6. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN
UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED
HUMAN REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS, C
CONSTRUCTION SHALL BE HALTED UNTIL FURTHER INVESTIGATION
CAN TAKE PLACE.
7. SEE SHEET OOG-002 FOR LEGEND
UA
LITHIUM HYDROXIDE
CONVERSION PLANT - EROSION
CONTROL PHASE 1 - INSET B
FILENAME - 01 CP-B001 SHEET
SCALE - 1,, = 100, 01 CP-13001

1 2 3 4 5 6 7
_
\
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I.I �_I ,• r— RECLAIMED
11 • •
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A� ---- --- ----y----__._,....._. j �_..----------------
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------ I 864------
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GENERAL i '• �/ I = I — / --
••'• NOTE #3 /// "` i .• I
_
••• ^"" � � '• • � LIMITS OF I ` i � PLANTING BUFFER (TYP)
• 858
• � i .•• L DISTURBANCE
-
/ EXISTING CEMETERY SITE, ---
SEE -
1 PROPOSED FENCE LINE,
NOTE 7 I SEE NOTE 6
: I I
�o o .•�� CEMETERY SITE BUFFER �d'-�� 860 SEE GENERAL NOTE #2 57 �
�co O� - - •. / / I I� ZONING SETBACK (TYP) ! /CO
II
I
SB-207 �► PROPOSED • . /
�UNDERGROUND v - ��00
'o
SEE SEDIMENT BASIN SHEET 01CP-B006 •� 8 ELECTRICAL i I \ i 1 i i 00
� I
�T
I I
• � 1 o a
�,• 1 STREAM BUFFER. 30-FT co
00r STREAM CROSSING NO. 3 �. 1 - PROPOSED WATER I / ���' FROM TOP OF BANKS--
p SEE SHEET 01CP-B007 ;' 1 ° a o / A
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PROPOSED SANITARY ' t ��------.....r... ri........ u._,- I �
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00
L vI
r'
I
PIEDMONT
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
PROJECT MANAGER V. HAYNES, PE
CAR
- PIEDMONT LITHIUM CAROLINAS INC.
...... 4.. //" CAROLINA LITHIUM PROJECT
• �� SEAL
032062 = LITHIUM HYDROXIDE CONVERSION PLANT
Z- *
3 5/31/2022 REVISED PER DEMLR COMMENTS vd
GASTON COUNTYNORTH CAROLINA
2 12/08/2021 REVISED PER DEMLR COMMENTS; P
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 06 8/2022
N
100 0 100 200
SCALE IN FEET
GENERAL NOTES:
1. AS PROPOSED INLETS ARE DEVELOPED FOR CONVEYANCE ON
THE CONVERSION PLANT PAD, INLET PROTECTION SHALL BE
PROVIDED PER DETAIL ON SHEET OOG-010.
2. ALL SLOPES 3A AND STEEPER SHALL BE STABILIZED WITH
NORTH AMERICAN GREEN S150. SEE DETAIL SHEET OOG-012.
3. SEE SHEET OOCP-005 FOR SEDIMENT BASIN SUMMARY.
4. SEE SHEET 01CP-B004, 01CP-B005, AND 01CP-B006 FOR SEDIMENT
BASIN INFORMATION.
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."
6. 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
WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED
FENCE LINE.
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.
8. SEE SHEET OOG-002 FOR LEGEND
C
C
0
LITHIUM HYDROXIDE
CONVERSION PLANT - EROSION
CONTROL PHASE 2 - INSET B
FILENAME - 01 CP-B002 SHEET
SCALE - 1" = 100, 01 CP-13002

1 2 3 4 5 6 7
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FROM TOP OF BANKS STREAM BUFFER, 30 FT 858
A/ 4 FROM TOP OF BANKS
EXISTING CEMETERY SITE, \k � �PROPOSED FENCE LINE,
SEE NOTE 5
10 METER CEMETERY
o SITE BUFFER 860 CO
ZONING SETBACK (TYP)CO
SB-207 50 1 V\
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PROJECT MANAGER V. HAYNES, PE
" PIEDMONT LITHIUM CAROLINAS INC.
CAR
�N ....• o
:•z
CAROLINA LITHIUM PROJECT
SEAL
032062 = LITHIUM HYDROXIDE CONVERSION PLANT
3 5/31/2022 REVISED PER DEMLR COMMENTS '�9�•'�.�� NE y����` GASTON COUNTY, NORTH CAROLINA
HDR Engineering Inc. of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS
440 S. Church Street, Suite 1200
Charlotte NC 28202-2075 1 8/27/2021 MINING PERMIT �� �ii•i
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 06 8/2022
N.C.B.E.L.S. License Number: F-0116
N
100 0 100 200
SCALE IN FEET
GENERAL NOTES:
1. ALL BUILDINGS AND EQUIPMENT TO BE REMOVED. AREA TO BE
GRADED TO DRAIN AND VEGETATED. ROADS AND RAIL TO REMAIN.
SITE TO BE FOR FUTURE INDUSTRIAL USE.
2. 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.
3. BASINS TO REMAIN AS A MEANS TO SATISFY ANY FUTURE NEEDS
FOR STORMWATER COLLECTION.
4. SEE SHEET OOG-002 FOR LEGEND.
C
C
0
LITHIUM HYDROXIDE
CONVERSION PLANT -
RECLAMATION PLAN - INSET B
FILENAME - 01 CP-B003 SHEET
SCALE - 1,, = 100, 01 CP-13003

1 2 3
4 5 6 7
a
a4 I a
PROPOSED SITE.
ACCESS ROAD
a
a
POROUS BAFFLES
SEE DETAIL SHEET OOG-011
PIPE 1A-N ( SEE CULVERT
SUMMARY TABLE ON
I
SHEET OOG-005)
N-12 ST HDPE PIPES,
JOINTS SHALL BE SOIL TIGHT -
DOUBLE INLETS AT
LOW POINT, PROVIDE
INLET PROTECTION
DURING CONSTRUCTION -
PIPE 1B-N ( SEE CULVERT
SUMMARY TABLE ON
SHEET OOG-005)
PROPOSED
PLANT BUILDING
AND EQUIPMENT
•
a �I
a
C
a
50
0
100
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
- DRAINAGE AREA
DELINEATION ►
SCALE IN FEET
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
��
♦♦.
/
LIMIT OF
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
♦
DISTURBANCE
°
2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT
.♦ SB-201
I
ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN
♦♦
1
AREA WITH SEDIMENT CONTROLS.
•1•
-
-
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
•♦ T CHAINLINK FENCE
��
1 1
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
♦• SEE DETAIL SHEET 009-011
1
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
♦
AREA.
• / � 11 1
i•• 1
EMERGENCY SPILLWAY
ELEV. 836.50
♦♦♦ ♦ Q, �' SEE DETAIL THIS SHEET
♦♦`♦ • SILT F ENCE
•
c+� • I r SEE DETAIL SHEET OOG-008
• ` 1 1
r
4111,
co BOTTOM OF POND
co ELEV. 833.00 •
I �♦
4111,
♦� •
♦ c�
� ♦1
TOP OF BERM ELEV. 838.00
BASIN ACCESS ROAD
�xl
PLAN VIEW
SCALE 1" = 50'
INSTALL COLLAR WITH CORRUGATIONS
VERTICAL. COLLAR TO BE OF SAME GAGE
AS THE PIPE WITH WHICH IT IS USED.
BAND
1/2" X 2" SLOTTED
HOLES @ 8" C.C.
i 1 + FOR 3/8" BOLTS
OD OF PIPE
ONE PIECE CONNECTING
BAND WELDED TO PIPE;
W: 4' MIN. CONTINUOUS WELD BOTH
SIDES OF BAND
ANTI -SEEP COLLARS
NOT TO SCALE
6'x6' (INSIDE
DIMENSION) RISER
STRUCTURE
CONCRETE
BASE
SKIMMER,
SEE DETAIL
THIS SHEET
FILL MATERIAL
1
I I
I
L
RISER PLAN VIEW
NOT TO SCALE
PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
2'�
1�1
r OUTLET PROTECTION OP-201,
r k 1 SEE SUMMARY SHEET OOG-005
1
1 1
jj 1 1
1
1
72" OUTLET STRUCTURE WITH
SKIMMER AND 50 LF OF 30" HP STORM
DUAL WALL PIPE, ADS OR EQUIVALENT.
SEE DETAILS THIS SHEET
1/ 1
Ilx
OUTLET PROTECTION OP-201,
1 SEE SUMMARY SHEET OOG-005
1 ,
;OUTLET PROTECTION OP-201A,
SEE SUMMARY SHEET OOG-005
' TOP OF BANK
1 1
30' STREAM BUFFER
CUTOFF TRENCH ALIGNS
TH j EMBANKMENT
EXISTING GROUND
2' MINIMUM IF NOT
CUT TO BEDROCK
CUT-OFF TRENCH
NOT TO SCALE
CIA. CMP
NON -WOVEN GEOTEXTILE FABRIC
BETWEEN ALL SOIL AND RIP -RAP.
ANCHOR IN FABRIC BY RUNNING
ALONG FACE OF SPREADER LIP TO
TOP OF FOOTER.
3:1
POND BOTTOM o
ELEV: 832.00
KEY IN RIP -RAP
TOP OF BERM. ELEV 838.00
19', ELEV. 836.5
SECTION A
EMERGENCY SPILLWAY
NOT TO SCALE
PERSPECTIVE VIEW
PVC ELBOW
00PVC END CAP
0
PVC PIPE
112" HOLES IN
PVC TEE UNDERSIDE
FLEXIBLE
COUPLING WITH
TRANSITION TO
SKIMMER PIPE -
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY WITHIN
2% OPTIMUM MOISTURE CONTENT
SKIMMER, SEE DETAIL
THIS SHEET
SEDIMENT
CLEANOU'
GAGI
SEDIMENT CLEANOUT
MARK, ELEV 834.25
i
BOTTOM OF POND
ELEV 833.00
END VIEW
TRASH RACK
72" CONCRETE
RISER STRUCTURE
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
CONCRETE BASE ---
7.0' x 7.0' x 1.0'
WATER SURFACE
SCHEDULE 40
5" PVC PIPE
PIPE DIAMETER
SECTION B
12" CLASS 1 RIP -RAP
COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL
REMOVED.
VIRGIN GROUND
3:1 \ ELEV: 836
KEY IN RIP -RAP
"C" ENCLOSURE
vTER ENTRY UNIT
PVC VENT SCHEDULE 40
PIPE PVC PIPE
r , 5" PIPE DIAMETER
PVC TEE _ 2.25" DIA. ORIFICE PL, -
NOTES:
1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
1 " STAINLESS 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
STEEL STRAP SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
1 " STAINLESS STEEL STRAP THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
CONNECTIONS.
SADDLE BRANCH CMP CONNECTION
(EXTEND ADEQUATE DISTANCE FROM RISER)
FRONT VIEW
FAIRCLOTH SKIMMER
NOT TO SCALE
1 O' TOP OF
RETRIEVAL ROPE BERM WIDTH
ANCHORED IN
THE SLOPE
MIN. V FREEBOARD
�oo❑❑❑❑o RISER CREST ELEV. 835.50
3
I
j INV. ELEV 832.50 30" DIA. CMP
1 III III III -
a
ROJECT MANAGER V. HAYNES, PE
PROJECT NUMBER 110302238
CUT OFF TRENCH
20' �� EVERY
r 20'
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
SEDIMENT RISER BASIN
NOT TO SCALE
Cumulative Storage
839.00
838.00 TOP OF BERM 38.00
837.00 837.00
EMERGENCY SPILLWAY 36.50
836.00 36.00
35.50 PRINCIPAL SPILLWAY
0 835.00 35.00
834.25 CLEANOUT ELEV.
w 834.00 .00
833.00 833.00
832.00
831.00
830.00
0.00 0.49 0.61 1.01 1.30 1.59 1.90 2.21 2.89
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
833.00
0.00
20173
0.00
834.00
1.00
22,098
0.49
834.25
1.25
22,588
0.61
835.00
2.00
24,079
1.01
835.50
2.50
25,091
1.30
836.00
3.00
26,116
1.59
836.50
3.50
27,157
1.90
837.00
4.00
28,211
2.21
838.00
5.00
30,362
2.89
Skimmer Outlet
Desired Skimmer Drawdown Time (td)6-
hrs
Desired Skimmer Drawdown Rate (Qd)
6,696 ft3/day
Skimmer Size
5.0 in
Head on Orifice (H)5
0.333 ft
Calculated Orifice Diameter
2.241 in
Actual Orifice Diameter$
2.250 in
Actual Skimmer Drawdown Time?
71 hrs
SEDIMENT BASIN 201 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 201 Principle
Spillway, Drop Pipe
Riser Top Elev:
835.50 ft
Riser Length:
6.0 ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
70.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
832.50 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
62.37 cfs
Required Discharge:
62.00 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
72" CONCRETE RISER
EMERGENCY
SPILLWAY, SEE DETAIL THIS
WEIGHT = 15,220 lb
SHEET
WHERE:
1'FREEBOARD
TOP OF BERM. ELEV 838.00
RISER WEIGHT = 15,220 lb
WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT
------- 0.5' DEPTH OF FLOW
WEIGHT OF CONCRETE
EMERGENCY SPILLWAY ELEV 836.50
WEIGHT OF CONCRETE BASE = (8.0 ft x 8.0 ft x 2.0 ft) x 150 Ib/ft3 = 19,200 lb
EMBANKMENT STABILIZED
WITH VEGETATION NOTES
STRUCTURE WEIGHT = 15,220 lb + 19,200 lb = 34,420 lb
3
BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
OUTLET APRON
BUOYANCY = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
III
III III oOC)0010
34,420 lb > 13,478.4 Ib x 1.25
34,420 lb > 16,848 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.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
WITH A BLACK BITUMINOUS ENAMEL PAINT.
, , PIEDMONT LITHIUM CAROLINAS, INC.
CAR ''.
oF�Ss �'� = CAROLINA LITHIUM PROJECT
\'•'� SEAL
032062 = LITHIUM HYDROXIDE CONVERSION PLANT
V0Q�GASTON COUNTY NORTH CAROLINA
T. • y�.,
06 8/2022
SEDIMENT BASIN SB-201,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-B004
SCALE - 1" = 50'
D
C
B
A
SHEET
01 CP-B004

1
•k
RIP RAP INFLOW PROTECTION
SEE SHEET OOG-009
OUTLET PROTECTION OP-205A
SEE SUMMARY SHEET OOG-005
POROUS BAFFLES
SEE DETAIL SHEET OOG-011
SILT FENCE
SEE DETAIL SHEET OOG-008
TOP OF BERM ELEV. 832.00 -
SB-205 -
2
50 0
C E IN FEET
k
41 a
A-
00
i
3
50
.� PIPE 5A-N ( SEE CULVERT
SUMMARY TABLE ON
SHEET OOG-005)
PIPE 5B-N
i
Emig
� I �
j _b
Now sop
BOTTOM OF POND o
ELEV. 828.00 coo
IPROPOSED
X 1100 OW co PLANT BUILDING
' B II AND EQUIPMENT
FA
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
100
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
NINCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
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
AREA WITH SEDIMENT CONTROLS.
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
AREA.
C IV I CrCl7C I'JUT Or' ILLVVFiT r) I P
N
ELEV. 830.80
M
00
o
PROPOSED SITE
SEE DETAIL THIS SHEET
+y
ACCESS ROAD
X+
+x
48" OUTLET STRUCTURE WITH 1
SKIMMER AND 50 LF OF 24 HDPE �'x
C)°
SEE DETAILS THIS SHEET
a0
24" HDPE PIPE
x•
@ 1 % SLOPE
OUTLET PROTECTION OP-205 +�
L���
SEE SUMMARY SHEET OOG-005
INLET AT
LOW POINT, PROVIDE
`` `
`� ,�
INLET PROTECTION
off' ♦
DURING CONTRUCTION
BASIN
ACCESS
ROAD
DRAINAGE AREA
DELINEATION � I �
ff T
a
30' STREAM BUFFER00
T
LIMIT OF DISTURBANCE
`...�
°
PLAN VIEW
SCALE 1" = 50'
INSTALL COLLAR WITH CORRUGATIONS
VERTICAL. COLLAR TO BE OF SAME GAGE
AS THE PIPE WITH WHICH IT IS USED.
CUTOFF TRENCH ALIGNS
I
BAND
WITH EMBANKMENT
11 11 lull
Ill 1 1 1 l l l l l 1 1 1 l
- 1/2" X 2" SLOTTED
q
2„
l III
HOLES @ 8" C.C.
IId IQ1011101 110j1�
FOR 3/8" BOLTS
EXISTING GROUND
z
2"�
+ OD OF PIPE FILL MATERIAL
2' MINIMUM IF NOT
�
I I + I I I
Id1 I of IoI Io1 1
I b
� CUT TO BEDROCK
I Ia �
1111111�1 II11111
-
�III�III11�1 I IIII � III
1 1 1 1 1 1 1 1 1 1 1 1 I
1
IlIi11111111
III III
I I I I I I I I I I I I I I
ONE PIECE CONNECTING
1
BAND WELDED TO PIPE;
NON -WOVEN GEOTEXTILE FABRIC -
BETWEEN ALL SOIL AND RIP -RAP.
ANCHOR IN FABRIC BY RUNNING
ALONG FACE OF SPREADER LIP TO
TOP OF FOOTER.
3:1
POND BOTTOM o
ELEV: 828.00
KEY IN RIP -RAP
5 6
TOP OF BERM. ELEV 832.00
17.2', ELEV. 830.8
SECTION A
EMERGENCY SPILLWAY
NOT TO SCALE
A M h A AC`C`rA Alll \/
"C" ENCLOSURE
TAP �_NTPY I MIT
PERSPECTIVE VIEW
PVC VENT
PVC ELBOW PIPE
PVC END CAP -\
WATER SURFACE
oo
PVC END CAP SCHEDULE 40
8" PVC PIPE
PVC PIPE SEE TABLE FOR
1 /2" HOLES IN PIPE DIAMETER
PVC TEE UNDERSIDE
W: 4' MIN. CONTINUOUS WELD BOTH 2'
SIDES OF BAND
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY WITHIN
2% OPTIMUM MOISTURE CONTENT
ANTI -SEEP COLLARS
NOT TO SCALE
4'x4' (INSIDE
DIMENSION) RISER
STRUCTURE
CONCRETE
BASE
SKIMMER,
SEE DETAIL
THIS SHEE'
L
RISER PLAN VIEW
NOT TO SCALE
PIEDPAONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
CUT-OFF TRENCH
NOT TO SCALE
SKIMMER, SEE DETAIL
THIS SHEET
SEDIMENT
CLEANOUT
GAGE
SEDIMENT CLEANOUT
MARK, ELEV 828.90
BOTTOM OF POND
ELEV 828.00
FLEXIBLE
HOSE
END VIEW FRONT VIEW
FAIRCLOTH SKIMMER
NOT TO SCALE
TRASH RACK
48" CONCRETE
RISER STRUCTURE
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
1
12/08/2021
8/27/2021
REVISED PER DEMLR COMMENTS
MINING PERMIT
ISSUE
DATE
DESCRIPTION
CONCRETE BASE ----
6.0'x 6.0'x 1.0'
RETRIEVAL ROPE
ANCHORED IN
THE SLOPE
MIN. 1' FREEBOARD
----------------
PROJECT MANAGER V. HAYNES, PE
ao
�1
3
INV. ELEV 826.80
SECTION B
12" CLASS 1 RIP -RAP
COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL
REMOVED.
VIRGIN GROUND
3:1 ELEV: 830
KEY IN RIP -RAP
SCHEDULE 40
PVC PIPE
5" PIPE DIAMETER
PVC TEE _ 2.25" ORIFICE PLATE
NOTES:
1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
CONNECTIONS.
7
Cumulative Storage
833.00
TOP OF BERM
832.00 832.00
831.00 80 831.00
EMERGENCY SPILLWAY
0 830.00 830.00
80
PRINCIPAL SPILLWAY
v
w 829.00 829.00
CLEANOUT ELEV.
828.00 828.00
827.00
826.00
0.00 0.20 0.22 0.42 0.48 0.71 0.77 1.11
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
828.00
0.00
8,809
0.00
828.90
0.90
10,182
0.20
829.00
1.00
10,387
0.22
829.80
1.80
11,661
0.42
830.00
2.00
12,048
0.48
830.80
2.80
13,380
0.71
831.00
3.00
13, 778
0.77
832.00
4.00
15,576
1.11
Skimmer Outlet
Desired Skimmer Drawdown Time (td)6
72 hrs
Desired Skimmer Drawdown Rate A)
2,700 W/day
Skimmer Size
5.0 in
Head on Orifice (H)5
0.333 ft
Calculated Orifice Diameter
1.423 in
Actual Orifice Dia meter$
1.500 in
Actual Skimmer Drawdown Time?
65 hrs
10, TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS
BERM WIDTH SHEET
24" DIA. CMP
CUT OFF TRENCH
20' EVERY
20'
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
SEDIMENT RISER BASIN
NOT TO SCALE
\A ...
SEAL
032062 =
9' ..
06 8/2022
�1'FREEBOARD
TOP OF BERM. ELEV 832.00
0.5' DEPTH OF FLOW
EMERGENCY SPILLWAY ELEV 830.80
EMBANKMENT STABILIZED
WITH VEGETATION
3 I,
OUTLET APRON
ANTI -SEEP COLLAR
SEE DETAIL THIS SHEET
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN 205 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 205 Principle Spillway, Drop Pipe
Riser Top Elev:
829.80
ft
Riser Length:
4.0
ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
50.00
ft
Culvert Diameter:
24.00
in
Culvert Invert In:
826.80
ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient: 0.90
Discharge:
21.07 cfs
Required Discharge:
21.07 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
48" CONCRETE RISER
WEIGHT = 10147 lb
WHERE:
RISER WEIGHT = 10147 lb
WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT
WEIGHT OF CONCRETE
WEIGHT OF CONCRETE BASE = (5.5 ft x 5.5 ft x 1.5 ft) x 150 Ib/ft3 = 6806 lb
STRUCTURE WEIGHT = 10147 lb + 6806 lb = 16,953 lb
BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
BUOYANCY = 96 ft' x 62.4 lb/ft' = 5,990.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
16.953 lb > 5,990.4 lb x 1.25
16.953 lb > 7,488 lb
1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
WITH A BLACK BITUMINOUS ENAMEL PAINT.
SEDIMENT BASIN SB-205,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-B005
SCALE - 1 " = 50'
C
C
SHEET
01 CP-B005

1
2
♦♦ LIMITS OF DISTURBANCE
x
DRAINAGE AREA ♦ k�� POROUS BAFFLES
DELINEATION ♦�♦ � L� SEE DETAIL SHEET OOG-011
%i
III
i
f�
f�
/ �co f f� EMERGENCY SPILLWAY
ELEV. 846.50
SEE DETAIL THIS SHEET
48" OUTLET STRUCTURE WITH
SKIMMER AND 50 LF OF 24" DOUBLE :xx:xx!I
\X BARREL HDPE
3 4
0 0 50 100 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
5
SCALE IN FEET 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
N INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
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
AREA WITH SEDIMENT CONTROLS.
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
AREA.
SEE DETAILS THIS SHEET f� SB-207
i
SSUMMARY OUTLET
EE CTION OP-207
I
SHEET OOCP-005
CP
`x
WETLAND
son son
x1 \
!! I 30 FT STREAM
♦ TOP OF BERM ELEV. 848.00
BOTTOM OF POND I i BUFFER
♦ 00
RIP RAP INFLOW PROTECTION ELEV. 843.00 x! \`
_ ___ ♦ 1 1 �.
SEE SHEET OOG-009 googoo goo I 1 TOP OF BANK
u1000,
x1 I
♦00x
+� �411 10
1
�+ ♦ �I \ , -- ---- --- - X- X- x'- x6. x- x- to
jr
BASIN ACCESS ROAD �x'�� �' - _ _ - - `` 83g �
--
0000
SILT FENCE
SEE DETAIL SHEET OOG-008 �} L STREAM CROSSING NO. 3
�x �KQ42 ' } SEE SHEET 01CP-BO07 1
.+
Ix
PLAN VIEW
SCALE 1" = 50'
INSTALL COLLAR WITH CORRUGATIONS
VERTICAL. COLLAR TO BE OF SAME GAGE
AS THE PIPE WITH WHICH IT IS USED.
l l CUTOFF TRENCH ALIGNS
ilillilililii
l l l l BAND WITH j EMBANKMENT
it it ilia
iiii1/2"X2"SLOTTED
2" iil1iillil1 Ili ilia HOLES@8"C.C.
� I l I i I I i I l� i l FOR 3/8" BOLTS EXISTING GROUND
�gllo1ilol dl�oilio
z + '2" -I 1 OD OF PIPE FILL MATERIAL 2' MINIMUM IF NOT
' f ' �
�llol �o�o�
l + l CUT TO BEDROCK
� dlo���gll
J ililil li ili 1�
ilillilili i
ilililillili i 1
ONE PIECE CONNECTING
ilililillilili
BAND WELDED TO PIPE;
W: 4' MIN. CONTINUOUS WELD BOTH 2'
SIDES OF BAND
ANTI -SEEP COLLARS
NOT TO SCALE
4'x4' (INSIDE
DIMENSION) RISER
STRUCTURE
CONCRETE
BASE
SKIMMER,
SEE DETAIL
THIS SHEET
L
RISER PLAN VIEW
NOT TO SCALE
PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
CUT-OFF TRENCH
NOT TO SCALE
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY WITHIN
2% OPTIMUM MOISTURE CONTENT
5 6
TOP OF BERM. ELEV 848.00
NON -WOVEN GEOTEXTILE FABRIC 1 9', ELEV. 846.5
BETWEEN ALL SOIL AND RIP -RAP.
ANCHOR IN FABRIC BY RUNNING
ALONG FACE OF SPREADER LIP TO t
TOP OF F OOT E R.
3:1
POND BOTTOM
ELEV: 843.00
KEY IN RIP -RAP
SECTION A
EMERGENCY SPILLWAY
NOT TO SCALE
PERSPECTIVE VIEW
PVC ELBOW
PVC END CAP
WATER SURFACE
PVC END CAP SCHEDULE 40
8" PVC PIPE
PVC PIPE SEE TABLE FOR
1 /2" HOLES IN PIPE DIAMETER
PVC TEE UNDERSIDE
FLEXIBLE
HOSE
"C" ENCLOSURE
\TER ENTRY UNIT
PVC VENT
PIPE
END VIEW FRONT VIEW
FAIRCLOTH SKIMMER
NOT TO SCALE
SKIMMER, SEE DETAIL TRASH RACK
THIS SHEET
SEDIMENT 48" CONCRETE
RISER STRUCTURE
CLEANOUT
GAGE
\
SEDIMENT CLEANOUT
C
MARK, ELEV 844.25
BOTTOM OF POND
ELEV 843.00
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
CONCRETE BASE ---
6.0' x 6.0' x 1.5'
RETRIEVAL ROPE
ANCHORED IN
THE SLOPE
MIN. V FREEBOARD
]EDLI❑LE RISER CREST ELEV. 845.50
1, �1
3
ROJECT MANAGER V. HAYNES, PE
PROJECT NUMBER 110302238
SECTION B
12" CLASS 1 RIP -RAP
COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL
REMOVED.
VIRGIN GROUND
3.1 \ ELEV: 845
KEY IN RIP -RAP
SCHEDULE 40
PVC PIPE
5" PIPE DIAMETER
PVC TEE J 2.25" ORIFICE PLATE
NOTES:
1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
CONNECTIONS.
10' TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS
BERM WIDTH SHEET
CUT OFF TRENCH
24" DIA. CMP
20' EVERY
T 20'
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
SEDIMENT RISER BASIN
NOT TO SCALE
•• . CA ROF ,,,,
SS =
o:•oF� �0�•..2
'•'� SEAL ��•' _
032062 =
01••yam ,�
Cumulative Storage
849.00
TOP OF BERM
848.00 48.00
847.00 847.00
EMERGENCY SPILLWAY 46.50
846.00 46.00
45.50 PRINCIPAL SPILLWAY
0 845.00 45.00
> 844.25 CLEANOUT ELEV.
w 844.00 .00
843.00 ✓�843.00
842.00
841.00
840.00
0.00 0.25 0.32 0.54 0.70 0.87 1.04 1.23 1.64
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
843.00
0.00
10,116
0.00
844.00
1.00
11,727
0.25
844.25
1.25
12,139
0.32
845.00
2.00
13,395
0.54
845.50
2.50
14,250
0.70
846.00
3.00
15,119
0.87
846.50
3.50
16,003
1.04
847.00
4.00
16,900
1.23
848.00
5.00
18,737
1.64
Skimmer Outlet
Desired Skimmer Drawdown Time (td)6
hrs
Desired Skimmer Drawdown Rate A)
3,474 ft3/day
Skimmer Size
3_I in
Head on Orifice (H)5
0.500 ft
Calculated Orifice Diameter
1.458 in
Actual Orifice Diameter$
1.500 in
Actual Skimmer Drawdown Time
68 hrs
1'FREEBOARD
TOP OF BERM. ELEV 848.00
0.5' DEPTH OF FLOW
EMERGENCY SPILLWAY ELEV 846.50
EMBANKMENT STABILIZED
1 WITH VEGETATION
3 I,
OUTLET APRON
ANTI -SEEP COLLAR
SEE DETAIL THIS SHEET
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN 207 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 207 Principle
Spillway, Drop Pipe
Riser Top Elev:
845.50 ft
Riser Length:
4.0 ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
50.00 ft
Culvert Diameter:
24.00 in
Culvert Invert In:
841.20 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
25.22 cfs
Required Discharge:
25.22 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
48" CONCRETE RISER
WEIGHT = 10,147 lb
WHERE:
RISER WEIGHT = 10,147 lb
WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT
WEIGHT OF CONCRETE
WEIGHT OF CONCRETE BASE = (6.0 ft x 6.0 ft x 1.5 ft) x 150 lb/ft' = 8100 lb
STRUCTURE WEIGHT = 10,147 lb + 8100 lb = 18,247 lb
BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
BUOYANCY = 96 ft3 x 62.4 Ib/ft3 = 5990.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
18,247 lb > 5990.4 lb x 1.25
18,247 lb > 7488 lb
1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
WITH A BLACK BITUMINOUS ENAMEL PAINT.
SEDIMENT BASIN SB-207,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-B006
SCALE - 1" = 50'
D
C
SHEET
01 CP-B006

1
2
3
0
5
I:
7
\ \ \ =x Ex Ex Ex Ex \
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SB-207OUTLET ! ��
STRUCTURE 01
♦f i
SB-207, SEE SHEET 01CP-B006
f ♦�
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MMMMMMMMMM
PROVIDE BREAKS IN SILT FENCE AS
NEEDED FOR SITE ACCESS
x i
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SILT FENCE (TYP)
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LIMITS OF DISTURBANCE
PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
am aft
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
WETLAND AREA 4
SEE SHEET 1
30 FT DELINEATED STREAM BUFFER
DELINEATED STREAM TOPS OF BANK
wo W"
PROJECT MANAGER V. HAYNES, PE
PROJECT NUMBER 110302238
TEMPORARY STREAM CROSSING,
SEE NOTES THIS SHEET,
NO IMPACTS ALLOWED TO STREAM,
SEE DETAIL SHEET OOG-010
,,,,,111 I111,,/,/
&SEAL
CAR0/ SS� 0��•' _
032062 =
,
N
20 0 20 40
SCALE IN FEET
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.
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,
THE STREAM WILL BE GROUND -SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON
ACTUAL GROUND -SURVEYED TOPS OF BANKS.
4. SEE SHEET 01CP-13008 FOR PHASE 2 EROSION CONTROL MEASURES.
5. SEE SHEET OOG-002 FOR LEGEND
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
FBI
C
IQ
0
STREAM CROSSING NO. 3,
PHASE 1
ROAD TO PLANT AREA
FILENAME - 01CP-13007 SHEET
SCALE - 1„ = 20' 01 CP'13007

1
0
i
0
5
I:
7
SB-207OUTLET\
STRUCTURE!
SB-207, SEE SHEET 01CP-B006 \
x
®__w=z22a&
. . . . . . loggia
0
a
a
FM
FM
y \ y \ SKIMMER BASI \ 8
y SK-242
\
\\WETLAND AREA 4
♦x•k♦
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X
X •
■ X
X •
■ X
X ■ 1
■ X
i
SILT FENCE (TYP)
X X
00
00
X X 1
X X
X X
X X
X X
■ •
X X
■ X
X ■
■ X
X ■
■ X
X X
X X
I • X
X ■
X ■
X ■
30 FT DELINEATED STREAM BUFFER
DELINEATED STREAM TOPS OF BANK
X
00 ; ' PROPOSED UNDERGROUND
ELECTRICAL,
SEE NOTE 4
X
X
■
X
X ■ w
X ■
x ■ x■ x■ x* x■ x■ 40 X■ x■; X■ X■ Xi■ X■ X■ X■ X■ X■x
■
y■x X■X■X■■X■xi X■X■X■x0x x■X■X■X■x •
x
PROPOSED WATER,
SEE NOTE 4
� 832
834
6
838-
�W W W W W W
840
,a
CbV
zi
a , ,
� 1
FM M FM FM FM
' 838 / ,
owl
PROPOSED SANITARY SEWER /
FORCE MAIN, 834
SEE NOTE 4 32 +♦
830 �I I +♦�+♦+♦
�• •} - t 828 r+♦+♦+♦
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/ ♦+i+♦+i+
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+
LIMIT OF DISTURBANCE
PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
SEE NOTE 3 `+♦+
THIS SHEET ,■
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
FM
■X
x ■
■ x
x ■
■ x
■
■ x Ix
x ■
x I■
I • x
■
1 �
' x x
x x
•
•} /♦} }
i•} �♦
PROJECT MANAGER V. HAYNES, PE
PROJECT NUMBER 110302238
�I FM
a
U_
zn I
a
&SEAL
CAR0/0��•' _
032062 =
W
a
N
20 0 20 40
SCALE IN FEET
-0 1
BRIDGECOR SINGLE RADIUS ARCH
(10'-0" SPAN x 5-3" RISE)
850
PROPOSED HAULROAD GRADEi
VERTICAL SCALE IS 840 -
EXAGGERATED 5:1 FILL
830 LO
EXISTING GROUND'`
PROPOSED GRADE FOR 10'
STRUCTURE INSTALLATION
820
O pp � ti ti CV 00
It
M CD N
00 00 00 00 00 00 00 00
20+00 20+50 21+00 21+50
HAUL ROAD PROFILE STATION 21+50 - 22+00
STREAM CROSSING NO. 1
SCALE: 1 " = 40'
BOB
1
--------- 840
L. 1
EXISTING GRADES SHOWN
IN PROFILE ARE BASED ON
LIDAR INFORMATION. FINAL
PLACEMENT WILL BE 'NO
IMPACT' TO DELINEATED
STREAM
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.
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,
THE STREAM 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 DELINEATED STREAM.
5. SEE SHEET OOG-002 FOR LEGEND
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
FBI
■M
Elm
0
STREAM CROSSING NO. 3,
PHASE 2
ROAD TO PLANT AREA
FILENAME - 01CP-13007 SHEET
SCALE - 1" = 20' 01 CP-13008

1
2
3
0
5
7
SB-207
OUTLET,
STRUCTURE
SB-207, SEE SHEET 01CP-13006
cp
a
a
zn
DIVERSION DITCH
PIEDMONT
LITHIUM
a
4_4��_�
\ y�
y �
DITCH OUTLET PLUNGE P
SEE DETAIL THIS SHEET
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
/ 832 ''j r♦
834
i
a 836
838
840
�a
840- -- - ••��
838-••�.••'
--836 f � •''•••'
834 •
832
830
t.; 828 t
SEE NOTE 3
THIS SHEET
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
WETLAND AREA 4
SEE SHEET 1
30 FT DELINEATED STREAM BUFFER
DELINEATED STREAM TOPS OF BANK
/ BRIDGECOR SINGLE RADIUS ARCH
10'-0" SPAN x 5-3" RISE,
SEE NOTE 1
tOJECT MANAGER V. HAYNES, PE
PROJECT NUMBER 10302238
zn
zi
a
a Z�
a
a
,,
�````��N�•• . AROC'
•• S s
o:•oF� 0�•..2
_ '•�� SEAL ��•' _
032062 =
06 8/2022
a
N
20 0 20 40
SCALE IN FEET
A
LDITCH WIDTH VP
PLAN VIEW
1 2
1 2
I1
+ r 12"
�18 IN
NONWOVEN GEOTEXTILE
SECTION A -A
CONSTRUCTION SPECIFICATIONS:
SLOPE
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
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.
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
OF 6 INCHES BEYOND THE EDGE OF THE SCOUR HOLE.
5. STONE FOR THE PLUNGE POOL MAY BE PLACED BY EQUIPMENT. CONSTRUCT TO THE FULL COURSE
THICKNESS IN ONE OPERATION AND IN SUCH A MANNER AS TO AVOID DISPLACEMENT OF UNDERLYING
MATERIALS. DELIVER AND PLACE THE STONE FOR THE PLUNGE POOL IN A MANNER THAT WILL ENSURE
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
TO THE GEOTEXTILE. HAND PLACE TO THE EXTENT NECESSARY.
6. AT THE PLUNGE POOL OUTLET, PLACE THE STONE SO THAT IT MEETS THE EXISTING GRADE.
7. MAINTAIN LINE, GRADE, AND CROSS SECTION. KEEP OUTLET FREE OF EROSION. REMOVE ACCMULATED
SEDIMENT AND DEBRIS. AFTER HIGH FLOWS INSPECT FOR SCOUR AND DISLODGED RIPRAP. MAKE NECESSARY
REPAIRS IMMEDIATELY.
DITCH OUTLET PLUNGE POOL DETAIL
NOT TO SCALE
NOTES:
1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM.
SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010.
2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE
SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO
IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK."
3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB -METER ACCURATE
GPS INVESTIGATIONS AND ARE OVERLAID WITH LIDAR TOPOGRAPHY. STREAM TOP OF BANK
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 WILL BE GROUND -SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON
ACTUAL GROUND -SURVEYED TOPS OF BANKS.
4. SEE SHEET OOG-002 FOR LEGEND.
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
FBI
C
0
STREAM CROSSING NO. 3,
RECLAMATION
ROAD TO PLANT AREA
FILENAME - 01CP-13007 SHEET
SCALE - 1" - 20' 01 CP'13009

1 2 3
MATCHLINE: SEE SHEET 01CP-AO01 y �♦ y +•+
■■■■■■■■■■� ■■■■■;■■��■■■■■■■■■EM■■■■■ NONE OMEN ■■■■k*■v N M N ■1
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- 832
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x SEE SEDIMENT BASIN SHEET 01CP-007 - ----� - -�♦
x -.
�\`d / ♦i SB-202
SEE SEDIMENT BASIN SHEET 01CP-CO04
ST-227 ; �, 03� I
�♦ �� SB-209 .�
- y ♦ �t ` SEE SEDIMENT BASIN SHEET 01CP-008
� \
L- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- x- X, x `� / - ��� ` \ R
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SEE NOTE 7
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ZONING SETBACK
PLANTING BUFFER
PIEDMONT
L I T H I U M
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
PROJECT NUMBER 110302238
� I I
C
r X
11 I I XI
'xI
--
If
DRAINAGE AREA
��� ��� ♦ `� DELINEATION
� - - -- SB-204
T SEE SEDIMENT BASIN SHEET 01CP-CO06 ' I I LIMITS OF I
♦ DISTURBANCE ;
IXI
SB-203 ♦ �
-- I
SEE SEDIMENT BASIN ♦♦
� SHEET 01CP-CO054.X
\# / I X
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SEE / ; ZT0 --- X
IGENERAL
�
NOTE #3 08 � 810 �l X
• 80 _-
-
000X
- 00
00 Ix�
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X
DOUBLE ROW
SILT FENCE
SK-249 - -- ---
--- ----- - \�
---------- - -
X-x ALL SITE IMPROVEMENTS CROSSING
AND SOUTH OF BEAVERDAM CREEK
+� ARE SHOWN ON PLANS BY MARSHALL
MILLER & ASSOCIATES
1
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CAR
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&SEAL
��•' _
032062 =
�� :., .•yam ,,.
/�1.111 •.
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
N
100 0 100 200
SCALE IN FEET
GENERAL NOTES:
1. CULVERT TO BE INSTALLED FIRST IN PHASE 1 TO PROVIDE FOR CLEAN
WATER BYPASS ACROSS SITE.
2. ALL SLOPES 3.1 AND STEEPER SHALL BE STABILIZED WITH NORTH
AMERICAN GREEN S150. SEE DETAIL ON SHEET OOCP-011.
3. SEE SHEETS 01 CP-CO04, 01 CP-CO05, 01 CP-CO06, 01 CP-CO07, AND
01CP-CO08 FOR SEDIMENT BASIN DETAILS AND STAGE -STORAGE DATA
4. SEE SHEET OOG-005 FOR SEDIMENT TRAP AND SKINNER BASIN SIZING.
SEE SHEET OOG-007 FOR SEDIMENT TRAP AND SKIMMER BASIN DETAILS.
SEE THIS SHEET FOR STAGE -STORAGE DATA.
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' WIDTH OF
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.
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.
8. SEE SHEET OOG-002 FOR LEGEND.
SEDIMENT TRAP AND SKIMMER BASIN
STAGE -STORAGE DATA
S T-224
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
820.00
0.00
1,081
0
820.00
0.00
1,348
0
821.00
1.00
1,640
1,492
822.00
2.00
1,957
3,288
823.00
3.00
2,300
5,414
S T-225
Elev. (msl)
Depth (ft)
I Area (sf)
Cumulative Volume (cf)
812.00
0.00
1,219
0
813.00
1.00
1,501
1,358
814.00
2.00
1,808
3,010
815.00
3.00
2,141
4,982
816.00
4.00
2,498
7,299
S T-226
Elev. (msl)
Depth (ft)
I Area (sf)
Cumulative Volume (cf)
822.00
0.00
1,081
0
823.00
1.00
1,348
1,212
824.00
2.00
1,640
2,704
825.00
3.00
1,957
4,500
826.00
4.00 7
2,300
F 6,626
S T-227
Elev. (msl)
Depth (ft)
I Area (sf)
Cumulative Volume (co
820.00
0.00
300
0
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
S K-244
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
841.00
0.00
2,726
0
842.00
1.00
3,147
2,934
843.00
2.00
3,594
6,302
844,00
3.00
4,066
10,130
845,00
4.00
4,563
14,442
SK-245 - Phase 1
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
840.00
0.00
3,964
0
841.00
1.00
4,470
4,214
842.00
2.00
5,001
8,947
843.00
3.00
5,558
14,225
844.00
4.00
6,139
20,071
SK-249 - Phase 1
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
812.00
0.00
3,026
0
813.00
1.00
3,482
3,251
814.00
2.00
3,964
6,972
815.00
3.00
4,470
11,186
816.00
4.00
5,001
15,919
FBI
C
IV
0
LITHIUM HYDROXIDE
CONVERSION PLANT - EROSION
CONTROL PHASE 1 - INSET C
FILENAME - 01CP-0001 SHEET
SCALE - 1,, = 100, 01 CP-0001

1 2 3 4 5 6 7 8
- - - oo c�
- - - - 7w
EL 879.67 - - a ° I X
_
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00
G MATCHLINE: SEE SHEET 01CP - 880.01 \ \ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■'I MATCHLINE: SEE SHEET 01CP-B002 ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■■■ �, ■ ■■■ ■■ ■■■■■■ ■ ■ ■■■■■■ ■■N ■ ■ ■ ■ ■ ■ ■ - ■ ■ ■ ■ ■ ■ ■ ■
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`�
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- � �� �` � PROPOSED , ° I �` �,MEN
- #� ---� °
m841 CONVE�ION PLANT SCALE IN FEET
a4�
IxI x' \ ° GENERAL NOTES:
v \ _ = y. .\ ` ` \\�``� '!' TES'
o w
840
SK 245 � �
1
�o p
xI �1 1`� 833 835 83g- - - - 0�° �C+ \ �� ° ♦ �`� �\ SB-202 1. AS PROPOSED INLETS ARE DEVELOPED FOR CONVEYANCE ON THE ' ���� �� \ " I ° ♦�� ` � M SEE SEDIMENT BASIN SHEET 01CP-CO04
� CONVERSION PLANT PAD, INLET PROTECTION SHALL BE PROVIDED PER
N+ ,, T _ _ _ _ _♦� ` ; DETAILS ON SHEET OOG-010.
` 2 R SHALL BE STABILIZED WITH NORTH
\ "Ax \ - 33 \ �� x ALL SLOPES 31 AND STEEPER
00
x ` + O
" AMERICAN GREEN S150 SEE DETAILS ON SHEET OOG-012
834
1 - - - f�i �'+'�♦� -
x y Iu
x �\ S 2�►� - - - - ND 01 CP-008 FOR
- cv \ -,��� I �If N �% xI SEE SHEETS 01 CP 004, 01 CP 005, 01 CP 006, 01 CP 007, A
x SEE GENERAL NOTE #2 �� \ _ - _�!� y V ,��� ��� �X ° I SEDIMENT BASIN DETAILS AND STAGE -STORAGE DATA.
-
x \ - 4
. SEE SHEET OOG-005 FOR SEDIMENT TRAP AND SKIMMER BASIN SIZING.
822 I cP
1 \ ` SEE SHEET OOG-007 FOR SEDIMENT TRAP AND SKIMMER BASIN DETAILS
x SB-206 -- \ 4-IN )QJ ° �o O \ ° ��f, SEE THIS SHEET FOR STAGE -STORAGE DATA.
IXI SEE SEDIMENT BASIN SHEET 01CP-007
x ` 00 - O `, _ , 5. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON
- X- X- X- X- X- X- X- X- X- X- X- X- X ` ` ` ` ` ` ` ` Y X X X X,X' k \\ COUNTY LIDO FOR THE SOUTH FORK RIVER WS IV PA. BUFFER
�SEE GENERAL NOTE #2
DISTURBANCES HAVE BEEN MINIMIZED, AND NO IMPACTS WILL BE
a ALLOWED WITHIN THE DELINEATED STREAM HIGH WATER MARK.
r.� cP� a RETAINING WALL \ -' x
_--
� 6. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE
-
\ x,x "� �y `��,�♦ , ___,',' X DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT
INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15' WIDTH OF
xk k SEE GENERAL NOTE#5 \ DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE LINE.
° El _
k
ST- 27 1\ ��
- ` O
1
�\ \� `+k x_x�� 1� I - X 7. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN
ST-225 ° IXI 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.
=0 /
/}/ \ SB-204
SEE SEDIMENT BASIN 8. ALL UNDERGROUND UTILITIES TO BE INSTALLED VIA HORIZONTAL
} SHEET 01CP-CO06 � � I ;I DIRECTIONAL DRILL OR CONVENTIONAL BORE IN A MANNER THAT DOES C
/ / <
" - Ix NOT IMPACT THE DELINEATED STREAM.
i
k} o f ' xI
1
°to♦ xl 9. SEE SHEET OOG-002 FOR LEGEND.
00
PROPERTY BOUNDARY } j ' - - 1 .o
/ I o x
k I 10 METER CEMETERY ! ' � ° �° 0 PROPOSED PLANT EQUIPMENT SEDIMENT TRAP AND SKIMMER BASIN
SITE BUFFER �If °
}
EXISTING CEMETERY SITE,
SEE NOTE 7 _ �', 00
00 \ ICI -
/,}/ j00
/ M a SB-203 ♦ IxI
x
STREAM BUFF 30 FT ��� «� � SEE SEDIMENT BASIN ♦ X
FROM TOP OF BANK / �� ° / y-� SHEET 01CP-0005 ♦ x
Al
IXI
SEE GENERAL NOTE #1
00 x
k
i
� - � IxI
PROPOSED FENCE LINE, - , / , , , , / / �/ \ �� °
SEE NOTE 6 /�/ \ \\ PROPOSED �� o
\
} UNDERGROUND
i k}/ ELECTRICAL a -� ° �� , / $,�6 CZp x
1 814 X
Al SEE GENERAL NOTE #2
} 808
} 100-YR FLOOD PLAIN
`Pw 813 -� X
°
x
/}/ DELINEATED WETLAND \ � � ° ° � M SEE GENERAL NOTE #2 x
DOUBLE ROW
=� SILT FENCE
PIEDMONT
LITHIUM
\
I
x
\
v �x� xv
x\
7777
ZONING SETBACK
PLANTING BUFFER
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
2
5/31/2022
12/08/2021
REVISED PER DEMLR COMMENTS
REVISED PER DEMLR COMMENTS
1
ISSUE
8/27/2021
DATE
MINING PERMIT
DESCRIPTION
ROJECT MANAGER V. HAYNES, PE
PROJECT NUMBER 110302238
v.
-0
/ PROPOSED SANITARY
i SEWER FORCE MAIN
- � CONVEYOR FROM MINE SITE
SEE SHEET 02CO-DO02
RETAINING WALL SS,
x-x ALL SITE IMPROVEMENTS CROSSING
AND SOUTH OF BEAVERDAM CREEK
ARE SHOWN ON PLANS BY MARSHALL SS
MILLER & ASSOCIATES
S
S
k
I
`11111111111,,/,/
&SEAL
CAR0/0��•' _
032062 =
06 8/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
STAGE -STORAGE DATA
ST-224
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
820.00
0.00
1,081
0
820.00
0.00
1,348
0
821.00
1.00
1,640
1,492
822.00
2.00
1,957
3,288
823.00 -r773.00
2,300
5,414
ST-225
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
812.00
0.00
1,219
0
813.00
1.00
1,501
1,358
814.00
2.00
1,808
3,010
815.00
3.00
2,141
4,982
816.00
4.00
2,498
7,299
ST-226
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
822.00
0.00
1,081
0
823.00
1.00
1,348
1,212
824.00
2.00
1,640
2,704
825.00
3.00
1,957
4,500
826.00
4.00
2,300
6,626
ST-227
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (cf)
820.00
0.00
300
0
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
S K-244
Elev. (msl)
Depth (ft)
I Area (sf)
Cumulative Volume (cf)
841.00
0.00
2,726
0
842.00
1.00
3,147
2,934
843.00
2.00
3,594
6,302
844.00
3.00
4,066
10,130
845.00
4.00
4,563
14,442
SK-245 - Phase 2
Elev. (msl)
Depth (ft)
I Area (sf)
Cumulative Volume (cf)
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
Z321
5,306
844.00
j 4.00 7T
2,721
7,824
IV
0
LITHIUM HYDROXIDE
CONVERSION PLANT - EROSION
CONTROL PHASE 2 - INSET C
FILENAME - 01CP-CO02 SHEET
SCALE - 1,, = 100, 01 CP-0002

1 2 3 4
x \ - -
MATCHLINE: SEE SHEET 01CP-AO03
x % i 1 EL 879.71
0.
x EL - 00 _�
1 I _
x
1
�
x II 1\ �s — O as aas �a a -
06ti 4i� 33 azs sa co l �
1
834
----- —
x A N
xl SB-206
---
'` SEE SEDIMENT BASIN SHEET 01CP-007 _-_- � �\ � ,Go
X SEE GENERAL NOTE #2
x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x— x,
--
k�
k�
k,
k,k\k\k\k\k\k\k\k
��
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i
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/
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EXISTING CEMETERY SITE
STREAM BUFFER 30 FT
FROM TOP OF BANK
Al
j 1
k
/
i
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SEE NOTE 3
/ k
k
}} 100-YR FLOOD PLAIN
k
k
k
k
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k
k
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k DELINEATED WETLAND
/
k
/
I; }
/
k
/
k
/
/
/
x_X x,x,x X x x
x,X X X x X X X X
ZONING SETBACK
------------
PIEDMONT
L I T H I U
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
PLANTING BUFFER
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V.HAYNES,PE
PROJECT NUMBER 110302238
5 6 7
IIICo
i oo
r
10
co M d d
d MATCHLINE: SEE SHEET 01CP-B003 d ��
■■ ■01 ■■■■■■■'EWEM■■■■w■min E■ WEI■■ ■IRMM ■■ ■ � � 6 7■■■■■■■■I
\ X
W J/ J/ J/ J/
x
\ \ 4
\ 00 cc\\ \ X
`d SITE ACCESS
ROADS TO REMAIN , \ SB-202
° Div vv� SEE SEDIMENT BASIN SHEET 01CP-CO04
! \\ \ SEE GENERAL NOTE #2
a Jr - Jr W W Jr Jr W M X
I / 00 X
°
° x
Jr J iJr Az Jr Jr CA x — - CO 1
d d
RAIL AND RAIL ACCESS °
ROAD TO REMAIN
y
RETAINING WALL
1 t
I
4
I
Jr I Jr Jr Jr
I 4
o J
M °
O
i 00
% o SB-204 0
00 SEE SEDIMENT BASIN SHEET 01CP-CO06 0000
SEE GENERAL NOTE #2
% \ d
00
O °
SEE GENERAL NOTE #1
SB-203
l M A/ SEE SEDIMENT BASIN SHEET 01CP-CO05
SEE GENERAL NOTE #2
00
co
\ \
4
°
\
0._
J/ I " 4
0 CO
° d _
\ \
RETAINING WALL
i
ALL SITE IMPROVEMENTS CROSSING
AND SOUTH OF BEAVERDAM CREEK
ARE SHOWN ON PLANS BY MARSHALL
MILLER & ASSOCIATES
111//,l,,,,
CAR
SS ?SEAL
032062 =
U
--
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
n
01
100 0 100 200
SCALE IN FEET
GENERAL NOTES-
1. ALL BUILDINGS AND EQUIPMENT TO BE REMOVED. AREA
TO BE GRADED TO DRAIN AND VEGETATED. ROADS AND
RAIL TO REMAIN. SITE TO BE FOR FUTURE INDUSTRIAL
USE.
2. BASIN TO REMAIN AS A MEANS TO SATISFY ANY FUTURE
NEEDS FOR STORMWATER COLLECTION.
3. SEE SHEET OOG-002 FOR LEGEND.
FBI
C
A
0
LITHIUM HYDROXIDE
CONVERSION PLANT -
RECLAMATION PLAN - INSET C
FILENAME - 01CP-CO03 SHEET
SCALE - 1„ - 100, 01 CP-CO03

1
2
3
7
io
PIPE 2A-N ( SEE CULVERT`
A
SUMMARY TABLE ON
SHEET OOCP-006)
�\ �
\
, : `
7 CHAINLINK FENCE
SEE DETAIL SHEET OOG-011
x'
' X
i
DOUBLE INLETS AT
\ x
LOW POINT, PROVIDE
I
INLET PROTECTION ,,
DURING CONSTRUCTION
I
:
POROUS BAFFLES
SEE DETAIL SHEET OOG-011
co
x` �.��
SILT FENCE
SEE DETAIL SHEET OOG-008
00on
'{ ■
x
EMERGENCY SPILLWAY
ELEV. 828.50
SEE DETAIL THIS SHEET
In
LIMIT OF DISTURBANCE
PIPE 2B-N ( SEE
CULVERT
x
SUMMARY TABLE ON
cc
`�
P
PROPERTY BOUNDARY
SHEET OOG-(005)
B-202 ' x
OUTLET PROTECTION OP-202A, �V P +� % +
SEE SUMMARY SHEET OOG-005
�_ \ OUTLET PROTECTION OP-202
;?
a 6' SEE SUMMARY SHEET OOG-005
TOP OF BERM ELEV. 830.00
° BOTTOM OF POND *+ ,
a ELEV. 825.00 ++`+ „
% I48 OUTLET STRUCTURE WITH
O % SKIMMER AND 50 LF OF 24" HP STORM
+�DUAL WALL PIPE, ADS OR EQUIVALENT.
SEE DETAILS THIS SHEET
Vol
a`
°----
r �x
PROPOSED PLANT
x
BUILDINGS x i ; �I
- �,
BASIN ACCESS ROAD
°
PROPOSED ROAD
-
3�STREAM BUFFER x
Ix
X
LIMIT OF DISTURBANCE
PLAN VIEW
SCALE: 1 "=50'
50 0 50 100
SCALE IN FEET
INSTALL COLLAR WITH CORRUGATIONS
VERTICAL. COLLAR TO BE OF SAME GAGE
AS THE PIPE WITH WHICH IT IS USED.
Iiilililillil
-BAND
1/2"X2"SLOTTED
i�i� FILL MATERIAL
HOLES @ 8" C.C.
i� FOR3/8" BOLTS
oi idi0i 10
CUTOFF TRENCH ALIGNS
WITH � EMBANKMENT
EXISTING GROUND
2' MINIMUM IF NOT
CUT TO BEDROCK
OD OF PIPE 1
2,
ONE PIECE CONNECTING
BAND WELDED TO PIPE; SUITABLE EARTHEN
W: 4' MIN. CONTINUOUS WELD BOTH MATERIAL COMPACTED TO
SIDES OF BAND 95% OF STANDARD
PROCTOR MAX. DRY
CUT-OFF TRENCH DENSITY WITHIN 2%
ANTI -SEEP COLLARS
OPTIMUM MOISTURE
NOT TO SCALE CONTENT
NOT TO SCALE
4'x4' (INSIDE
DIMENSION) RISER
STRUCTURE
CONCRETE
BASE
SKIMMER,
SEE DETAIL
THIS SHEET
RISER PLAN VIEW
NOT TO SCALE
PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
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 AREA WITH SEDIMENT CONTROLS.
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND
INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY
REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER
AND POOL AREA.
NON -WOVEN GEOTEXTILE FABRIC -
BETWEEN ALL SOIL AND RIP -RAP.
ANCHOR IN FABRIC BY RUNNING
ALONG FACE OF SPREADER LIP TO
TOP OF FOOTER.
3:1
POND BOTTOM o
ELEV: 825.00
KEY IN RIP -RAP
PVC END CAP
SKIMMER, SEE DETAIL
THIS SHEET
SEDIMENT
CLEANOUT
GAGE
SEDIMENT CLEANOUT
MARK, ELEV 826.25
BOTTOM OF POND
ELEV 825.00
5 6
TOP OF BERM. ELEV 830.00
ELEV. 828.50
SECTION A
EMERGENCY SPILLWAY
NOT TO SCALE
PERSPECTIVE VIEW
PVC ELBOW
WATER SURFACE
000 PVC END CAP SCHEDULE 40
8" PVC PIPE
PVC PIPE SEE TABLE FOR
1 /2" HOLES IN PIPE DIAMETER
PVC TEE UNDERSIDE
77
END VIEW
FLEXIBLE
HOSE
SECTION B
12" CLASS 1 RIP -RAP
COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL
REMOVED.
VIRGIN GROUND
3:1 ELEV: 827
KEY IN RIP -RAP
"C" ENCLOSURE
TTR TNTRY IINIIT
PVC VENT
PIPE
SCHEDULE 40
PVC PIPE
.--�
5" PIPE DIAMETER
PVC TEE _ 225" ORIFICE -TE
NOTES:
1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
FRONT VIEW CONNECTIONS.
FAIRCLOTH SKIMMER
NOT TO SCALE
TRASH RACK
RETRIEVAL ROPE
ANCHORED IN
48" CONCRETE THE SLOPE
RISER STRUCTURE MIN. V FREEBOARD
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
1
12/08/2021
8/27/2021
REVISED PER DEMLR COMMENTS
MINING PERMIT
ISSUE
DATE
DESCRIPTION
CONCRETE BASE ----
7.0'x7.0'x1.5'
'ROJECT MANAGER V. HAYNES, PE
RISER CREST ELEV. 827.50
�1
3
Cumulative Storage
831.00
TOP OF BERM
830.00
829.00 EMERGENCY 829.00
SPILLWAY
PRINCIPAL 28.50
828.00 28.00
SPILLWAY
27.50
0 827.00 27.00
CLEANOUT ELEV.
826.25
w 826.00 .00
825.00 825.00
824.00
823.00
822.00
0.00 0.23 0.30 0.51 0.66 0.82 0.99 1.17 1.56
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
825.00
0.00
9,393
0.00
826.00
1.00
11,000
0.23
826.25
1.25
11,411
0.30
827.00
2.00
12,665
0.51
827.50
2.50
13,518
0.66
828.00
3.00
14,386
0.82
828.50
3.50
15,267
0.99
829.00
4.00
16,162
1.17
830.00
5.00
17,996
1.56
Skimmer Outlet
Desired Skimmer Drawdown Time (td)6
72 hrs
Desired Skimmer Drawdown Rate (Qd)
3,390 W/day
Skimmer Size
",'0 in
Head on Orifice (H)5
0.500 ft
Calculated Orifice Diameter
1.441 in
Actual Orifice Diameter$
1.500 in
Actual Skimmer Drawdown Time'
66 hrs
1O' TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS
BERM WIDTH - SHEET
24" DIA. CMP
CUT OFF TRENCH
20' EVERY
20'
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
SEDIMENT RISER BASIN
NOT TO SCALE
,,,,,,,,,,
ffSEAL
Ess/o��•�
032062 =
n
06 8/2022
0
I
�1'FREEBOARD
TOP OF BERM. ELEV 830.00
EMERGENCY SPILLWAY ELEV 828.50
EMBANKMENT STABILIZED
1 WITH VEGETATION
3 1,
ANTI -SEEP COLLAR
SEE DETAIL THIS SHEET
0.5' DEPTH OF FLOW
OUTLET APRON
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN 202 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 202 Principle
Spillway, Drop Pipe
Riser Top Elev:
827.50 ft
Riser Length:
4.0 ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
50.00 ft
Culvert Diameter:
24.00 in
Culvert Invert In:
824.50 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
42.13 cfs
Required Discharge:
37.20 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
48" SQUARE CONCRETE RISER
WEIGHT = 10,147 lb
WHERE:
RISER WEIGHT = 10,147 lb
WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT
WEIGHT OF CONCRETE
WEIGHT OF CONCRETE BASE = (7.0 ft x 7.0 ft x 1.5 ft) x 150 Ib/ft3 = 11,025 lb
STRUCTURE WEIGHT = 10,147 lb + 11,025 lb = 21,172 lb
BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
BUOYANCY = 96 ft' x 62.4 lb/ft' = 5990.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
21,172 lb > 5990.4 lb x 1.25
21,172 lb > 7488 lb
1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
WITH A BLACK BITUMINOUS ENAMEL PAINT.
SEDIMENT BASIN SB-202,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-CO04
SCALE - 1 " = 50'
C
C
SHEET
01 CP-CO04

a
2
1
a X
X
X
a
3
X
/ 7' CHAINLINK FENCE
SEE DETAIL SHEET OOG-011 x
/ X '
X
/ DRAINAGE AREA DELINEATION
X '
PROPOSED SITE ACCESS ROAD / XPROPERTY
' BOUNDARY
RIPRAP INFLOW PROTECTION - LIMIT OF DISTURBANCE ' X
SEE DETAIL SHEET OOG-009 74
w000 it
POROUS BAFFLESw000
�- X
OUTLET PROTECTION SEE DETAIL SHEET OOG-011
INLET AT LOW OP-203A �� '
POINT, PROVIDE x
INLET PROTECTION
SEE SUMMARY EMERGENCY SPILLWAY
DURING CONSTRUCTION SHEET OOG-005 ELEV. 811.50
SEE DETAIL THIS SHEET
814 , - 48" OUTLET STRUCTURE WITH
SKIMMER AND 50 LF OF 24" HDPE
808 - SEE DETAILS THIS SHEET
`b BOTTOM OF POND
SILT FENCE It
ELEV. 808.00 Q
1
SEE DETAIL SHEET OOG-008
BASIN ACCESS ROAD $ $ B
co
TOP OF BERM ELEV. 813.00
a
a ,�� ^ - :x�\ J-HOOKS' x
4 o so ," •� SB-203 X I
X
a o c
M
PIPE 3-N ( SEE OUTLET PROTECTION OP-203
CULVERT SUMMARY SEE SUMMARY SHEET OOG-005 ' x
TABLE ON SHEET x'
OOG-005) 100 YEAR FLOODPLAIN x
i
30 FT STREAM BUFFER
x o
SILT FENCE ROCK OUTLET /
PLAN VIEW
SCALE: 1 "=50'
50 0 50 100
a
c
SCALE IN FEET CLCUTOFF TRENCH ALIGNS
WITH j EMBANKMENT
INSTALL COLLAR WITH CORRUGATIONS
VERTICAL. COLLAR TO BE OF SAME GAGE - EXISTING GROUND
AS THE PIPE WITH WHICH IT IS USED.
FILL MATERIAL
2' MINIMUM IF NOT
_F CUT TO BEDROCK
BAND
1/2" X 2" SLOTTED -
2„ iiiiiiiii iii iiii HOLES @8"C.C. 1
FOR 3/8" BOLTS 1
Q�i0�i0i d10i 10
2'� �� �� OD OF PIPE 2'
� L
id 1 01 10' + a' 0' '0
SUITABLE EARTHEN
J MATERIAL COMPACTED TO
95% OF STANDARD
ONE PIECE CONNECTING
PROCTOR MAX. DRY
BAND WELDED TO PIPE- CUT-OFF TRENCH DENSITY WITHIN 2%
W: 4' MIN. CONTINUOUS WELD BOTH OPTIMUM MOISTURE
SIDES OF BAND NOT TO SCALE CONTENT
ANTI -SEEP COLLARS SKIMMER, SEE DETAIL
NOT TO SCALE THIS SHEET
4'x4' (INSIDE SEDIMENT
DIMENSION) RISER CLEANOU
STRUCTURE GAG[
CONCRETE
BASE
SKIMMER
SEE DETA
THIS SHEI
RISER PLAN VIEW
NOT TO SCALE
PIEDPAONT
L ITNIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
SEDIMENT CLEANOUT
MARK, ELEV 809.25
4
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (112
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
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
AREA WITH SEDIMENT CONTROLS.
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
AREA.
NON -WOVEN GEOTEXTILE FABRIC -
BETWEEN ALL SOIL AND RIP -RAP.
ANCHOR IN FABRIC BY RUNNING
ALONG FACE OF SPREADER LIP TO
TOP OF FOOTER.
3:1
POND BOTTOM o
ELEV: 808.00
KEY IN RIP -RAP
A MK A AC'C r-A AI JI V
5 6
TOP OF BERM. ELEV. 813.00
10', ELEV. 811.50
SECTION A
EMERGENCY SPILLWAY
NOT TO SCALE
PERSPECTIVE VIEW
"C" ENCLOSURE
�TTR TNTRY I MIT
PVC VENT
PVC ELBOW
PIPE
PVC END CAP
&I-L
WATER SURFACE
moo ��� PVC END CAP
SCHEDULE 40
8" PVC PIPE
SEE TABLE FOR
PVC PIPE
1 /2" HOLES IN
PVC TEE UNDERSIDE
PIPE DIAMETER
BOTTOM OF POND
ELEV 808.00
FLEXIBLE
HOSE
END FRONT VIEW
TRASH RACK
48" CONCRETE
RISER STRUCTURE
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
1
12/08/2021
8/27/2021
REVISED PER DEMLR COMMENTS
MINING PERMIT
ISSUE
DATE
DESCRIPTION
FAIRCLOTH SKIMMER
NOT TO SCALE
SECTION B
2" CLASS 1 RIP -RAP
COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL
REMOVED.
3:1 '�VIRGIN GROUND
ELEV:809
KEY IN RIP -RAP
SCHEDULE 40
PVC PIPE
5" PIPE DIAMETER
PVC TEE \-2.25" ORIFICE PLATE
NOTES:
1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
CONNECTIONS.
1 O' TOP OF
BERM WIDTH
RETRIEVAL ROPE
ANCHORED IN
THE SLOPE
MIN. V FREEBOARDWWYW
RISER CREST ELEV.
3
INV. ELEV 807.80 24" DIA. CMP
CUT OFF TRENCH
CONCRETE BASE --- . 20' ��� EVERY
6.0' x 6.0' x 1.5' 20
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
SEDIMENT RISER BASIN 1
NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
\A CAR0�;,
z SSo�..�
SEAL
032062 =
fit t
06 8/2022
7 I 8
Cumulative Storage
814.00
813.00 TOP OF BERM 13.00
812.00 EMERGENCY 812.00
SPILLWAY
11.50
811.00 PRINCIPAL 11.00
SPILLWAY
10.50
0 810.00 10.00
CLEANOUT ELEV.
809.25
w 809.00 .00
808.00 808.00
807.00
806.00
805.00
0.00 0.15 0.19 0.33 0.43 0.54 0.65 0.78 1.05
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
808.00
0.00
5,857
0.00
809.00
1.00
7,118
0.15
809.25
1.25
7,442
0.19
810.00
2.00
8,435
0.33
810.50
2.50
9115
0.43
811.00
3.00
9,809
0.54
811.50
3.50
10,517
0.65
812.00
4.00
11,239
0.78
813.00
5.00
12,726
1.05
Skimmer Outlet
Desired Skimmer Drawdown Time (td)6
72 hrs
Desired Skimmer Drawdown Rate A)
2,358 ft3/day
Skimmer Size
6.0 in
Head on Orifice (H)5
0.417 ft
Calculated Orifice Diameter'
1.257 in
Actual Orifice Dia mete r8
1.250 in
Actual Skimmer Drawdown Time'
73 hrs
EMERGENCY SPILLWAY, SEE DETAIL THIS
SHEET
1'FREEBOARD
TOP OF BERM. ELEV 813.00
0.5' DEPTH OF FLOW
EMERGENCY SPILLWAY ELEV 811.50
EMBANKMENT STABILIZED
WITH VEGETATION
3
OUTLET APRON
0DC30010
ANTI -SEEP COLLAR
SEE DETAIL THIS SHEET
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN 203 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 203 Principle Spillway, Drop Pipe
Riser Top Elev:
810.50 ft
Riser Length:
4.0 ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
50.00 ft
Culvert Diameter:
24.00 in
Culvert Invert In:
807.80 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
24.86 cfs
Required Discharge:
19.99 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
48" CONCRETE RISER
WEIGHT = 10,147 lb
WHERE:
RISER WEIGHT = 10,147 lb
WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) x UNIT
WEIGHT OF CONCRETE
WEIGHT OF CONCRETE BASE = (6.0 ft x 6.0 ft x 1.5 ft) x 150 lb/ft' = 8100 lb
STRUCTURE WEIGHT = 10,147 lb + 8100 lb = 18,247 lb
BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
BUOYANCY = 96 ft' x 62.4 lb/ft' = 5,990.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
18,247 lb > 5990.4 lb x 1.25
18,247 lb > 7,488 lb
1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
WITH A BLACK BITUMINOUS ENAMEL PAINT.
SEDIMENT BASIN SB-203,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-CO05
SCALE - 1 " = 50'
D
C
SHEET
01CP-CO05

1
RIPRAP INFLOW PROTECTION
SEE DETAIL SHEET OOG-009
2
xx; I T
7. -X -x �+
.x
OUTLET PROTECTION OP-204A
SEE SUMMARY SHEET OOG-005
� I
DRAINAGE AREA DELINEATION
TOP OF BERM ELEV. 818.00
_
01
rXX
XX
ii
XX11 ,
Xx
X�
to
o
�
a °
POROUS BAFFLES
i�71
SEE DETAIL SHEET OOG-011 ---------
SILT FENCE
SEE DETAIL SHEET 0OG-008
11 1
N
xx
1
0
a
XX co
A
x
_
'wo
A
EMERGENCY SPILLWAY
M
ELEV. 816.50
; i
ago
SEE DETAIL THIS SHEET
Ix
xx
X�
BOTTOM OF POND
isI
,
ELEV. 813.00
3 4
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
It
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
YA 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT
Is
ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN
AREA WITH SEDIMENT CONTROLS.
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
PIPE 4A-N THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
PIPE 4B-N AREA.
PIPE 4C-N ( SEE
CULVERT SUMMARY
TABLE ON SHEET
OOG-005)
S -204 „ , INLET AT LOW POINT, PROVIDE
INLET PROTECTION
DURING CONTRUCTION
00
f� M 48" OUTLET STRUCTURE WITH
OUTLET PROTECTION OP-204 `f; cc) SKIMMER AND 50 LF OF 24" DOUBLE
SEE SUMMARY SHEET OOG-005f BARREL HDPE
SEE DETAILS THIS SHEET
,, MW an an V
•x�-x-x--x-x-,x
• x- x-ix- - x- xZx_"'V'
\ BASIN ACCESS ROAD �'� ° 0°
x M
00
� 100 YEAR FLOODPLAIN I;x \ ;
xx - -
x °
!; 1 a PROPOSED
- TOP OF BANK I'; 1 PLANT BUILDING
WETLAND �x
AND EQUIPMENT
xx
x'
LIMIT OF DISTURBANCE I'.
PROPOSED SITE
�x ACCESS ROAD
30-FT STREAM BUFFER
PLAN VIEW
SCALE: 1" = 50'
50 0 50 100
SCALE IN FEET
INSTALL COLLAR WITH CORRUGATIONS
VERTICAL. COLLAR TO BE OF SAME GAGE
AS THE PIPE WITH WHICH IT IS USED.
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
BAND FILL MATERIAL
I I I I I I I I I I I I 1 1/2" X 2" SLOTTED �
I I I I I I I I I I I I
III 1 HOLES @ 8" C.C.
III 1 1 1 1 FOR 3/8" BOLTS r
QI101I101 Id1101 -
� I OD OF PIPE
Id 01I101 � Q'10'Ibl
IIIIII111 IIIII111
IIIIII111 I I I III111
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
III III III ONE PIECE CONNECTING
I I I I I I I I I I I I I I
BAND WELDED TO PIPE;
CONTINUOUS WELD BOTH
W: 4' MIN.
SIDES OF BAND
ANTI -SEEP COLLARS
NOT TO SCALE
4'x4' (INSIDE
DIMENSION) RISER
STRUCTURE
CONCRETE
BASE
SKIMMER
SEE DETP
THIS SHEI
RISER PLAN VIEW
NOT TO SCALE
PIEDMONT
LITHIUM
q CUTOFF TRENCH ALIGNS
WITH � EMBANKMENT
EXISTING GROUND
2' MINIMUM IF NOT
,J_ CUT TO BEDROCK
1
1
2'
SUITABLE EARTHEN
MATERIAL COMPACTED TO
95% OF STANDARD
PROCTOR MAX. DRY
CUT-OFF TRENCH DENSITYWITHIN 2%
OPTIMUM MOISTURE
NOT TO SCALE CONTENT
SKIMMER, SEE DETAIL
THIS SHEET
SEDIMENT
CLEANOU-
GAGI
SEDIMENT CLEANOUT
MARK, ELEV 814.25
24" DIA. CMP
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
BOTTOM OF POND
ELEV 813.00
3 5/31/2022 REVISED PER DEMLR COMMENTS
2 12/08/2021 REVISED PER DEMLR COMMENTS
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
NON -WOVEN GEOTEXTILE FABRIC -
BETWEEN ALL SOIL AND RIP -RAP.
ANCHOR IN FABRIC BY RUNNING
ALONG FACE OF SPREADER LIP TO
TOP OF FOOTER.
3:1
POND BOTTOM o
ELEV: 813.00
KEY IN RIP -RAP
PVC END CAP
PVC TEE
PERSPECTIVE VIEW
END VIEW
TRASH RACK
48" CONCRETE
RISER STRUCTURE
5
TOP OF BERM. ELEV. 818.00
19', ELEV. 816.50
SECTION A
SECTION B
12" CLASS 1 RIP -RAP
COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL
REMOVED.
VIRGIN GROUND
3:1 ELEV: 812
KEY IN RIP -RAP
EMERGENCY SPILLWAY
NOT TO SCALE
"C" ENCLOSURE
kTTR TNTRY INIT
5"SCHEDULE
PVC VENT
40
PVC ELBOW
PIPE
PVC PIPE
PIPE DIAMETER
WATER SURFACE
PVC END CAP
SCHEDULE 40
8" PVC PIPE
SEE TABLE FOR
2.25"
PVC PIPE
PIPE DIAMETER
1 /2" HOLES IN
UNDERSIDE
ORIFICE PLATE
PVC
TEE
FLEXIBLE
NOTES:
HOSE
1.
ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
2.
ALL JOINTS OF THE FLOTATION SECTION SHALL BE
SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3.
HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
FRONT VIEW
CONNECTIONS.
FAIRCLOTH SKIMMER
NOT TO SCALE
RETRIEVAL ROPE
ANCHORED IN
THE SLOPE
MIN. V FREEBOARD
INV. ELEV 812.50
�1
3
10' TOP OF
BERM WIDTH
24" DIA. CMP
CUT OFF TRENCH
CONCRETE BASE --J �� 20' EVERY
7.0'x 7.0'x 1.5' 20
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
PROJECT MANAGER V. HAYNES, PE
SEDIMENT RISER BASIN 1
NOT TO SCALE
•• ASS, ••.
SEAL °
032062 =
n(
06 8/2022
7
Cumulative Storage
819.00
818.00 TOP OF BERM 18.00
817.00 EMERGENCY 817.00
SPILLWAY
16.50
816.00 PRINCIPAL 16.00
SPILLWAY
15.50
0 815.00 15.00
CLEANOUT ELEV.
� 814.25
w
814.00 .00
813.00 813.00
812.00
811.00
810.00
0.00 0.32 0.40 0.67 0.86 1.07 1.28 1.51 1.99
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
813.00
0.00
12,899
0.00
814.00
1.00
14,609
0.32
814.25
1.25
15,045
0.40
815.00
2.00
16,375
0.67
815.50
2.50
17,279
0.86
816.00
3.00
18,198
1.07
816.50
3.50
19,130
1.28
817.00
4.00
20,007
1.51
818.00
5.00
22,013
1.99
Skimmer Outlet
Desired Skimmer Drawdown Time (td)6
72 hrs
Desired Skimmer Drawdown Rate (Qd)
4,800 ft3/day
Skimmer Size
6.0 in
Head on Orifice (H)5
0.417 ft
Calculated Orifice Diameter
1.794 in
Actual Orifice Diameter
1.750 in
Actual Skimmer Drawdown Time'
76 hrs
EMERGENCY SPILLWAY, SEE DETAIL THIS
SHEET
V FREEBOARD
TOP OF BERM. ELEV 818.00
0.5' DEPTH OF FLOW
EMERGENCY SPILLWAY ELEV 816.50
EMBANKMENT STABILIZED
WITH VEGETATION
3
- OUTLET APRON
O 00OoO�
-- ANTI -SEEP COLLAR
SEE DETAIL THIS SHEET
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN 204 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 204 Principle Spillway, Drop Pipe
Riser Top Elev:
815.50 ft
Riser Length:
4.0 ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
50.00 ft
Culvert Diameter:
24.00 in
Culvert Invert In:
8012.50 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
42.13 cfs
Required Discharge:
37.20 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
48" CONCRETE RISER
WEIGHT = 10,147 Ib
WHERE:
RISER WEIGHT = 10,147 Ib
WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT
WEIGHT OF CONCRETE
WEIGHT OF CONCRETE BASE = (7.0 ft x 7.0 ft x 1.5 ft) x 150 Ib/ft3 = 11,025 lb
STRUCTURE WEIGHT = 10,147 lb + 11,025 lb = 21,172 lb
BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
BUOYANCY = 96 ft' x 62.4 Ib/ft3 = 5990.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
21,172 lb > 5990.4 lb x 1.25
21,172 lb > 7488 lb
1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
WITH A BLACK BITUMINOUS ENAMEL PAINT.
SEDIMENT BASIN SB-204,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-CO06
- 1 " = 50'
SCALE
-91
SHEET
01CP-CO06

1
2
3
4
7 8
RAIL SPUR ACCESS ROAD N
SK-244
----
A X x
mmm
x X x X
--�
c k
00 841 X
845 ,
POROUS BAFFLES
SEE DETAIL SHEET OOG-011,�' •
r
840 842 844 i
83g ,
-- ---- +♦
33 835 '
- RIP RAP SLOPE
BASIN ACCESS ROAD - / BOTTOM OF POND PROTECTION TYP.♦`
F --- ELEV. 1
awaft-Wy ��
---- ----- IA-ZZ♦ 1
+
-
__ -
`-- - - _--
X.
----- __ , 1
-X�X�X�x_x- - �S
-x� x_ _ B -
- ---206 -
x x-X� 72 OUTLET STRUCTURE WITH
83 SKIMMER AND 50 LF OF 36" HDPE
- - �'4 •�-x-x-X-x�/ f
SEE DETAILS THIS SHEET
x_X_X_X_ ,_X_X_x-X-X-x-X-X-X-X _ y --- ----
SILT FENCE ROCK OUTLET
♦
- ----
EMERGENCY SPILLWAY _- - OUTLET PROTECTION OP-206 -_
ELEV. 835.80 __ SEE SUMMARY SHEET OOG-005
SEE DETAIL THIS SHEET %f,_�\
TOP OF BERM ELEV. 837.00 _ -- - +♦
TOP OF BANK - SILT FENCE ;+♦
SEE DETAIL SHEET OOG-008 \
♦ \
30' STREAM BUFFER _ +♦+ �
DRAINAGE AREA DELINEATION `,+♦+,
V LIMIT OF DISTURBANCE
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
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
AREA WITH SEDIMENT CONTROLS.
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
AREA.
PVC END CAP
PLAN VIEW
SCALE: 1" = 50'
50 0 50 100
SCALE IN FEET -gCUTOFF TRENCH ALIGNS
WITH j EMBANKMENT
INSTALL COLLAR WITH CORRUGATIONS
VERTICAL. COLLAR TO BE OF SAME GAGE EXISTING GROUND
AS THE PIPE WITH WHICH IT IS USED.
FILL MATERIAL--\
BAND
2' MINIMUM IF NOT
1/2" X 2" SLOTTED CUT TO BEDROCK
HOLES @ 8" C.C. -
FOR 3/8" BOLTS 1
Q 10,10i di�0i�i0 1
(•� � - OD OF PIPE
Id 1'o 10' a' 1o' '01
2'
SUITABLE EARTHEN
i � ONE PIECE CONNECTING MATERIAL COMPACTED TO
BAND WELDED TO PIPE;
95% OF STANDARD
CONTINUOUS WELD BOTH PROCTOR MAX. DRY
W: MIN. SIDES OF BAND CUT-OFF TRENCH DENSITY WITHIN 2%
OPTIMUM MOISTURE
NOT TO SCALE CONTENT
ANTI -SEEP COLLARS
NOT TO SCALE
6'x6' (INSIDE
DIMENSION) RISER
STRUCTURE
CONCRETE
BASE
SKIMMER
SEE DETP
THIS SHEI
RISER PLAN VIEW
NOT TO SCALE
PIEDMONT
L ITNIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
SKIMMER, SEE DETAIL
THIS SHEET
SEDIMENT
CLEANOU'
GAGI
SEDIMENT CLEANOUT
MARK, ELEV 833.90
2' MINIMUM IF NO -BOTTOM OF POND
CUT TO BEDROCW-LEV 833.00
PVC TEE
5 6
TOP OF BERM. ELEV. 837.00
SECTION B
2" CLASS 1 RIP -RAP
NON -WOVEN GEOTEXTILE FABRIC 1 0', ELEV. 835.80
BETWEEN ALL SOIL AND RIP -RAP. COMPACTED FILL ON TOP OF
ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL
ALONG FACE OF SPREADER LIP TO REMOVED.
TOP OF FOOTER. o O o VIRGIN GROUND
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \
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: 832
�.
POND BOTTOM/\V//\//\//\�//\//\//\//\//\V//\//\//\//\//\//\//\//\�//\�//\�//\�//\�//\�//\�//�/
ELEV: 833.00%%%%%%V�%V�%V�%V�%�%�%�%�%�%�%�%�%�%�%�%�%�%�
KEY IN RIP -RAP SECTION A KEY IN RIP -RAP
EMERGENCY SPILLWAY
NOT TO SCALE
PERSPECTIVE VIEW
END VIEW
TRASH RACK
72" CONCRETE
RISER STRUCTURE
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
1
12/08/2021
8/27/2021
REVISED PER DEMLR COMMENTS
MINING PERMIT
ISSUE
DATE
DESCRIPTION
"C" ENCLOSURE
..,\TER ENTRY UNIT
PVC VENT SCHEDULE 40
PVC ELBOW PIPE PVC PIPE
5" PIPE DIAMETER
WATER SURFACE
0
PVC END CAP SCHEDULE 40
8" PVC PIPE
PVC PIPE SEE TABLE FOR
1/2" HOLES IN PIPE DIAMETER
UNDERSIDE
PVC TEE 2,25" ORIFICE PLATE
FLEXIBLE NOTES:
HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
FRONT VIEW CONNECTIONS.
FAIRCLOTH SKIMMER
NOT TO SCALE
RETRIEVAL ROPE
ANCHORED IN
THE SLOPE
MIN. 1' FREEBOARD
RISER CREST ELI
�1
3
INV. ELEV 831.00
-III III III I
10' TOP OF
BERM WIDTH
36" DIA. CMP
CUT OFF TRENCH
CONCRETE BASE - �. 20' EVERY _
7.5'x 7.5'x 2.0' 20
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
SEDIMENT RISER BASIN 1
NOT TO SCALE
'ROJECT MANAGER V. HAYNES, PE
CAR
SEAL
032062 =
n
06 8/2022
Cumulative Storage
838.00
837.00 TOP OF BERM 837.00
EMERGENCY
836.00 SPILLWAY 80 836.00
PRINCIPAL
c 835.00 SPILLWAY 835.00
.80
> CLEANOUT
w 834.00 ELEV. 834.00
833.00 833.00
832.00
831.00
0.00 0.25 0.28 0.53 0.59 0.88 0.95 1.35
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
833.00
0.00
10,804
0.00
833.90
0.90
12,251
0.24
834.00
1.00
12,538
0.27
834.80
1 1.80
13,893
0.51
835.00
2.00
14,357
0.57
835.80
2.80
15,785
0.85
836.00
3.00
16,253
0.92
837.00
4.00
18,226
1.32
Skimmer Outlet
Desired Skimmer Drawdown Time (td)6
7 2 h r s
Desired Skimmer Drawdown Rate (Qd)
3,300 ft3/day
Skimmer Size
in
Head on Orifice (H)5
0.417 ft
Calculated Orifice Diameter
1.487 in
Actual Orifice Diameter$
1.500 in
Actual SlIdimmer Drawdown Time
71 hrs
SEDIMENT BASIN 206 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 206 Principle Spillway, Drop Pipe
Riser Top Elev:
834.80
ft
Riser Length:
6.0
ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
50.00
ft
Culvert Diameter:
36.00
in
Culvert Invert In:
831.00
ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
56.41 cfs
Required Discharge:
56.41 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
72" SQUARE CONCRETE RISER
EMERGENCY SPILLWAY, SEE DETAIL THIS
WEIGHT = 15,220 lb
SHEET
WHERE:
1'FREEBOARD
TOP OF BERM. ELEV 837.00
RISER WEIGHT = 15,220 lb
WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT
_------- 0.5' DEPTH OF FLOW
WEIGHT OF CONCRETE
1 EMERGENCY SPILLWAY ELEV 835.80
WEIGHT OF CONCRETE BASE = (7.5 ft x 7.5 ft x 2.0 ft) x 150 lb/ft' = 16,875 lb
EMBANKMENT STABILIZED
STRUCTURE WEIGHT = 15,220 lb + 16,875 lb = 32,095 lb
WITH VEGETATION
3
BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
- OUTLET APRON
BUOYANCY = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
o OOo 00
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
II III III III OD600o
32,095 lb > 13,478.4 lb x 1.25
\
32,095 lb > 16,848 lb
ANTI -SEEP COLLAR
1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
SEE DETAIL THIS SHEET
SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
WITH A BLACK BITUMINOUS ENAMEL PAINT.
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN SB-206,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-CO07
SCALE - 1 " = 50'
C
C
SHEET
01 CP-CO07

1 2
� ♦ xi ,
x,
x,<1
ST-226 ♦
�x
i x1 DRAINAGE AREA DELINEATION
-, X,
azs� SB-209
i POROUS BAFFLES
/
II ;I
SEE DETAIL SHEET OOG-011
+ff TOP OF BERM ELEV. 828.00 j 40*
++.� ------
\ ` EMERGENCY SPILLWAY ; ,�40
ELEV. 826.50 BOTTOM OF POND
+� SEE DETAIL THIS SHEET ELEV. 824.00
�4
00
00
00
no =�lllllm it
k
T-227 '
ST-225 XX
48" OUTLET STRUCTURE WITH
SKIMMER AND 50 LF OF 30" HDPE
SEE DETAILS THIS SHEET
EXISTING WETLAND
' �X OUTLET PROTECTION OP-209
ii SEE SUMMARY SHEET OOG-005
xx
+;+
DOUBLE ROW OF SILT FENCE
+;
SEE DETAIL SHEET OOG-008
00001*1x�x:x =X =X•
TOP OF BANK
�'����
MM�L
}�+'�
-
its
XX
,
xx
li
\ 30-FT STREAM BUFFER %
!!
XX
,
te
Xx '
XX
�< T
/ ii
xx
*SB-209 IS FOR PHASE 1 CONSTRUCTION STAGING AREA. ONCE CONSTRUCTION IS COMPLETE AND STAGING AREA HAS BEEN STABILIZED,
SB-209 MAY BE REMOVED. PLAN VIEW
SCALE: 1" = 50'
50 0 50 100
- CUTOFF TRENCH ALIGNS
SCALE IN FEET WITH � EMBANKMENT
INSTALL COLLAR WITH CORRUGATIONS
VERTICAL. COLLAR TO BE OF SAME GAGE EXISTING GROUND
AS THE PIPE WITH WHICH IT IS USED. FILL MATERIAL
2' MINIMUM IF NOT
BAND CUT TO BEDROCK
1/2" X 2" SLOTTED
HOLES @ 8" C.C.
FOR 3/8" BOLTS 1
Q�i01loll di10i 0 1
OD OF PIPE SUITABLE EARTHEN
Id I i0i Q i01 10i 2' MATERIAL COMPACTED TO
iiiiiii 95%OF STANDARD
PROCTOR MAX. DRY
DENSITY WITHIN 2%
ONE PIECE CONNECTING OPTIMUM MOISTURE
BAND WELDED TO PIPE- CONTENT
W: 4' MIN. CONTINUOUS WELD BOTH CUT-OFF TRENCH
SIDES OF BAND
NOT TO SCALE
ANTI -SEEP COLLARS
NOT TO SCALE
4'x4' (INSIDE
DIMENSION) RISER
STRUCTURE
CONCRETE
BASE
a
SKIMMER,
SEE DETAIL °
THIS SHEET °
RISER PLAN VIEW
NOT TO SCALE
PIEDMONT
LITHIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
SKIMMER, SEE DETAIL
THIS SHEET
SEDIMENT
CLEANOUT
GAGE
SEDIMENT CLEANOUT
MARK, ELEV 824.75
0
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
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
AREA WITH SEDIMENT CONTROLS.
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
AREA.
PVC END CAP
BOTTOM OF POND
ELEV 824.00
3 5/31/2022 REVISED PER DEMLR COMMENTS
2 12/08/2021 REVISED PER DEMLR COMMENTS
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
NON -WOVEN GEOTEXTILE FABRIC
BETWEEN ALL SOIL AND RIP -RAP.
ANCHOR IN FABRIC BY RUNNING
ALONG FACE OF SPREADER LIP TO
TOP OF FOOTER.
3:1
POND BOTTOM o
ELEV: 824.00
KEY IN RIP -RAP
PERSPECTIVE VIEW
PVC ELBOW
5
TOP OF BERM. ELEV. 828.00
10', ELEV. 826.50
SECTION A
EMERGENCY SPILLWAY
NOT TO SCALE
WATER SURFACE
000 PVC END CAP SCHEDULE 40
8" PVC PIPE
PVC PIPE SEE TABLE FOR
112" HOLES IN PIPE DIAMETER
PVC TEE UNDERSIDE
END VIEW
TRASH RACK
48" CONCRETE
RISER STRUCTURE
CONCRETE BASE ---
6.0' x 6.0' x 1.5'
FLEXIBLE
HOSE
"C" ENCLOSURE
TNR NNTRY I IWIT
SECTION B
12" CLASS 1 RIP -RAP
COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL
REMOVED.
3:1 7VIRGIN GROUND
ELEV- 821
KEY IN RIP -RAP
PVC VENT
PIPE
SCHEDULE 40
PVC PIPE
5" PIPE DIAMETER
PVC TEE _ 2.25" ORIFICE PE, -E
NOTES:
1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
SOLVENT WELDED. JOINTS OF SKIMMER SECTION
NEED NOT BE WATER -TIGHT.
3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO
THE PIPE BARREL STRUCTURE WITH WATER -TIGHT
FRONT VIEW CONNECTIONS.
FAIRCLOTH SKIMMER
NOT TO SCALE
RETRIEVAL ROPE
ANCHOREDIN
THE SLOPE
MIN. 1' FREEBOARD
]❑❑❑❑0
]❑❑❑❑U
]❑❑❑❑0 RISER CREST ELEV. 8
PROJECT MANAGER V. HAYNES, PE
�1
3
INV. ELEV 822.00
7 I 8
Cumulative Storage
829.00
828.00 TOP OF BERM 828.00
827.00 EMERGENCY 827.00
SPILLWAY
26.50
0 826.00 PRINCIPAL 26.00
SPILLWAY
CLEANOUT 25.50
w 825.00 ELEV. 25.00
4.75
824.00 824.00
823.00
822.00
0.00 0.21 0.28 0.44 0.60 0.78 0.96 1.36
Cumulative Storage (ac-ft)
Basin Size
Elev. (msl)
Depth (ft)
Area (sf)
Cumulative Volume (ac-ft)
824.00
0.00
11576
0.00
824.75
0.75
12,743
0.21
825.00
1.00
13,138
0.28
825.50
1.50
13,941
0.44
826.00
2.00
14,757
0.60
826.50
2.50
15,401
0.78
827.00
3.00
16,432
0.96
828.00
4.00
18,164
1.36
Skimmer Outlet
Desired Skimmer Drawdown Time (ta)6
72 hrs
Desired Skimmer Drawdown Rate A)
3,840 ft3/day
Skimmer Size
i in
Head on Orifice (H)5
0.500 ft
Calculated Orifice Diameter'
1.533 in
Actual Orifice Diameter$
1.500 in
Actual Skimmer Drawdown Time?
75 hrs
SEDIMENT BASIN 209 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outlet: Sediment Basin 209 Principle
Spillway, Drop Pipe
Riser Top Elev:
825.50 ft
Riser Length:
4.0 ft
Orifice Coefficient:
0.60
Weir Coefficient:
3.1
Culvert Length:
50.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
822.00 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
36.89 cfs
Required Discharge:
36.89 cfs
RISER BUOYANCY CALCULATION
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
48" CONCRETE RISER
10' TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS WEIGHT = 10,147 lb
BERM WIDTH SHEET
WHERE:
30" DIA. CMP
CUT OFF TRENCH
20' EVERY
20'
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI -VORTEX PLATE IN RISER STRUCTURE.
SEDIMENT RISER BASIN 1
NOT TO SCALE
\CARo�
z.•:oF�SS/o�..�,
•�� SEAL _
032062 =
06 8/2022
1'FREEBOARD
TOP OF BERM. ELEV 828.00 RISER WEIGHT = 10,147 Ib
_ WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) x UNIT
------- 0.5' DEPTH OF FLOW WEIGHT OF CONCRETE
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
EMBANKMENT STABILIZED STRUCTURE WEIGHT = 10,147 lb + 8100 lb = 18,247 lb
1 WITH VEGETATION
3 BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
OUTLET APRON BUOYANCY = 96 ft' x 62.4 lb/ft' = 5990.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
�D000°o
18,247 lb > 5990.4 lb x 1.25
18,247 lb > 7,488 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.
2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
WITH A BLACK BITUMINOUS ENAMEL PAINT.
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN SB-209,
PLAN VIEW & PROFILE DETAIL
FILENAME - 01 CP-CO08
SCALE - 1 " = 50'
1«
SHEET
01 CP-CO08

1 2
3 4 1 5
A
rA
i
TEMPORARY SEDIMENT
x X•� TRAP ST-224
x■ x♦x♦
k• a-
x•+ +1
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. x i
a 0 SEE NOTE 3
. x THIS SHEET
x
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NEEDED FOR SITE ACCESS
\ \1
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PIEDMONT
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
TEMPORARY SEDIMENT
TRAP ST-225
DELINEATED STREAM TOPS OF BANK
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
1
12/08/2021
8/27/2021
REVISED PER DEMLR COMMENTS
MINING PERMIT
ISSUE
DATE
DESCRIPTION
+! +a x■ x■ x■ x■ x■ x� C
♦x■ x■ x■ x■ x■ x■ x■ \
T
_ ----- TEMPORARY STREAM CROSSING,
SEE NOTES THIS SHEET,
NO IMPACTS ALLOWED TO STREAM,
SEE DETAIL 2, SHEET OOG-008
.�X ■ X ■ X�
♦+ fix■ \ \
♦ f �
k
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♦k•X•x■'x■x■ ■X■X■x■X■x■
Iwo
\ goo
TEMPORARY SEDIMENT
TRAP ST-227
PROJECT MANAGER V.HAYNES,PE
\A C A R0/
oFEss/o�._�=
• �� SEAL �� •�
032062 =
06 8/2022
N
20 0 20 40
SCALE IN FEET
NOTES:
1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM.
SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010.
2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE
SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO
IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK."
3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB -METER ACCURATE
GPS INVESTIGATIONS AND ARE OVERLAID WITH LIDAR TOPOGRAPHY. STREAM TOP OF BANK
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 WILL BE GROUND -SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON
ACTUAL GROUND -SURVEYED TOPS OF BANKS.
4. SEE SHEET 01 CP-CO10 FOR PHASE 2 EROSION CONTROL MEASURES.
5. SEE SHEET OOG-002 FOR LEGEND.
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
C
C
0
STREAM CROSSING NO. 47
PHASE 1
RAIL TO PLANT AREA
FILENAME - 01 CP-CO09 SHEET
SCALE - 1° - 20' 01 CP-CO09

PIEDMONT
L ITNIUM
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
1
12/08/2021
8/27/2021
REVISED PER DEMLR COMMENTS
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
CA
ss�o��..�':
SEAL
032062 =
n
06/08/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
STREAM CROSSING NO. 47
PHASE 2
RAIL TO PLANT AREA
FILENAME - 01 CP-CO09
SCALE - 1 " = 20'
SHEET
01CP-0010

i
PIEDPAONT
L I T H I
HDR Engineering Inc. of the Carolinas
440 S. Church Street, Suite 1200
Charlotte, INC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number: F-0116
3
5/31/2022
REVISED PER DEMLR COMMENTS
2
12/08/2021
REVISED PER DEMLR COMMENTS
1
8/27/2021
MINING PERMIT
ISSUE
DATE
DESCRIPTION
PROJECT MANAGER V. HAYNES, PE
,%%"%jj,,,,,,jj"
o��• % C ARC
SS/o%'---.
SEAL '
032062
V lull", J 141 6�K%
06/08/2022
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
STREAM CROSSING NO. 4,
RECLAMATION
RAIL TO PLANT AREA
FILENAME I - 01 CP-CO09
SCALE I - 1 " = 20'
SHEET
01 CP-0011

7
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MAP LEGEND
---------------
F---------------- ----------------- 1
F:: 1 0::
r---------------
D G K:: P
E H L :1 Q
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M R
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L--------------- H ---------------- J
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and belief and that I am a duly
licensed Professional Engineer under the
laws of the State of North Carolina.
(Signature)
Date:. 06/07/2022
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MAIN HAUL ROAD PROFILE
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MAIN HAUL ROAD PROFILE
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(Belt Continues to
t
South Pit Conveyor Access Rd)
1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00
SOUTH PIT HAUL ROAD PROFILE
SCALE: 1" = 100'
39.9 FT.
EXISTING GRADE
1000
I
STREAM CROSSING NO. 2
no stream impacts 700
10+00 11+00 12+00 13+00 14+00 15+00
U
900
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SOUTH PIT CONVEYOR ACCESS ROAD
SCALE: 1" = 100'
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TO MAIN ORE BELT
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I hereby certify that this document was y•CARO•,�,
prepared by me or under my direct personal
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supervision and is correct to the best of my
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knowledge and belief and that I am a duly
SEAL =�
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:: 048820 =
SHEET NUMBER
laws of the of North
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(Signature) -7,, �� '/�� ...... 1�,� +`
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02C0-002
Date: 06/07/2022

900 TO MAIN WASTE ROCK BELT
TO MAIN ORE BELT
n°l % 7°� - _._----
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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
NORTH PIT HAUL ROAD PROFILE
SCALE: 1" = 100'
- ROAD DITCH DISCHARGES TO CULVERT C-1
10% 4%
6 0 %
8% 10% 8 %
1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00
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EAST PIT AND TOPSOIL PILE HAUL ROAD PROFILE
SCALE: 1" = 100'
900
900
(Belt Continues to
North Pit Haul Rd)
PROPOSED ROAD GRADE
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NORTH
PIT CONVEYOR ACCESS ROAD PROFILE
SCALE: 1" = 100'
PROPOSED ROAD GRADE
0 10 /o
9% 7% 10% 7 /o
10% 4% 10%
WASTE ROCK PILE
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00
WASTE ROCK PILE HAUL ROAD PROFILE
SCALE: 1" = 100'
900
8%
10%
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10+00 11+00 12+00 13+00
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100ft. Freeboard
2
1.37 ft.
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 6.15
Area of Wetted Cross Section: 3.77
Channel Slope: 0.5000
Manning's n of Channel: 0.0300
Discharge: 9.57 cfs
Depth of Flow: 1.37 feet
Velocity: 2.53 fps
Channel Lining: CLASS B RIP RAP
Freeboard: 1.00 feet
WASTE ROCK PILE
EXISTING GRADE
1
4
WASTE ROCK PILE
1100
1000
•11
800
18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00
TYPICAL CROSS SECTION WITH OVERBURDEN CONVEYOR
Scale. 1 if= 10
TYP HAUL ROAD DITCH DETAIL (Max. Slone Section
N.T.S.
7.67 ft.
0.67 ft.�
1 .00ft. Freeboard
2 1.0
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 1.00
Wetted Perimeter: 3.99
Area of Wetted Cross Section: 1.56
Channel Slope: 10.0000
Manning's n of Channel: 0.0410
Discharge: 9.57 cfs
Depth of Flow: 0.67 feet
Velocity: 6.13 fps
Channel Lining: CLASS B RIP RAP
Freeboard: 1.00 feet
TYP I CP
9 Ft 4.97 Ft
6.75 Ft 5.78 Ft
8 Ft
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14 ft.
17 ft. 39.5 ft.
8.5 ft.
79 ft.
ROAD DITCH 5 ft. Berm (typ.)
(SEE SHEET 30 OF 31)
TYPICAL HAUL ROAD SECTION
Scale: 1 if = 20'
Scale: 1 if = 10'
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laws of the of�North � Carolina.
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LITHIUM HYDROXIDE
CONVERSION PLANT PAD
900 EL. = 840.0
100 Year Flood Plain
TO CONVERSION;
PLANT
800
Beaverdam Creek
RETAINING WALL
00
9+00 10+00 11+00
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PROPOSED CONVEYOR
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:: 048820 =
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of the of North
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(Signature)
Date: 06/07/2022
$
02CO-004

INSET D
SK20
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S. F
815.0
0.00
0.0
0.0
0.0
0.12
5301.4
816.0
0.13
203.5
5494.9
41105.0
0.14
5930.3
816.5
0.19
314.1
8481.0
63442.2
0.14
6253.2
SK21
WaterElev Storage
AcreFt Storage CY Storage
CF Storage GALLON Area Acres Area S.F.
812.0
0.00
0.0
0.0
0.0
0.07
3212.9
913.0
0.08
124.6
3363.9
25164.0
0.09
3720.9
814.0
0.17
268.4
7247.8
54217.0
0.10
4255.9
814.5
0.22
347.8
9391.4
70252.9
0.10
4531.4
SK22
Water Elev Storage AcreFt Storage CY Storage
CF Storage GALLON Area Acres Area S.F.
805.5
0.00
0.0
0.0
0.0
0.05
2162.6
806.5
0.05
94.9
2292.9
17152.1
0.06
2588.9
807.5
0.12
186.0
5021.5
37563.4
0.07
3038.9
SK23
WaterElev Storage
AcreFt Storage CY Storage
CF Storage GALLON Area Acres Area S.F.
805.0
0.00
0.0
0.0
0.0
0.19
8139.1
806.0
0.19
309.6
8358.1
62522.7
0.20
8859.3
806.5
0.29
474.5
12810.8
95831.5
0.21
9230.0
SK24
WaterElev Storage
AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
805.0
0.00
0.0
0.0
0.0
0.05
2185.0
806.0
0.05
85.5
2308.3
17267.6
0.06
2605.8
806.5
0.08
134.2
3623.3
27109.5
0.06
2826.2
SK25
Water Elev Storage AcreFt Storage CY Storage
CF Storage GALLON Area Acres Area S.F.
815.0
0.00
0.0
0.0
0.0
0.09
3975.7
816.0
0.10
153.5
4144.7
31004.6
0.10
4527.5
816.5
OAS
238.0
6427.1
48078.2
0.11
4814.9
ST-100
Water Elev Storage AcreFt Storage CY Storage
CF Storage GALLON Area Acres Area S.F.
801.0
0.00
0.0
0.0
0.0
0.01
245.7
802.0
0.01
10.4
280.4
2097.8
0.01
352.9
803.0
0.02
24.6
665.1
4975.2
0.01
458.5
804.0
0.03
43.0
1160.7
8682.8
0.01
590.0
805.0
0.04
67.9
1832.5
13708.0
0.02
838.7
805.5
0.05
83.8
2263.6
16932.8
0.02
977.1
ST-101
WaterElev Storage
AcreFt Storage CY Storage
CF Storage
GALLON Area Acres Area S.F.
796.5
0.00
0.0
0.0
0.0
0.01
415.3
797.5
0.01
17.0
459.1
3434.1
0.01
559.2
798.5
0.02
39.6
1068.7
7994.5
0.02
725.8
799.5
0.04
68.6
1851.4
13849.4
0.02
938.6
800.5
0.07
107.9
2913.9
21797.1
0.03
1334.9
801.0
0.08
133.2
3596.2
26901.2
0.04
1551.2
ST-102
WaterElev Storage AcreFt Storage CY Storage CF Storage
GALLON Area Acres Area S.F.
799.0
0.00
0.0
0.0
0.0
0.01
272.4
800.0
0.01
11.5
309.3
2313.4
0.01
387.3
801.0
0.02
27.1
731.5
5471.9
0.01
503.1
802.0
0.03
47.2
1275.0
9537.9
0.01
647.8
803.0
0.05
74.5
2012.1
15051.7
0.02
922.2
803.5
0.06
92.0
2485.3
18591.2
0.02
1073.2
ST-103
WaterElev Storage Acre Ft Storage CY Storage
CF Storage GALLON Area Acres Area S.F.
798.0
0.00
0.0
0.0
0.0
0.01
309.6
799.0
0.01
12.9
349.2
2612.0
0.01
436.1
800.0
0.02
30.5
824.8
6169.6
0.01
566.4
801.0
0.03
53.2
1436.3
10744.6
0.02
736.0
802.0
0.05
83.9
2266.3
16953.1
0.02
1042.6
802.5
0.06
103.7
2799.0
20938.1
0.03
1210.1
ST-104
Water Elev Storage AcreFt Storage CY Storage
CF Storage GALLON Area Acres Area S.F.
803.0
0.00
0.0
0.0
0.0
0.01
272.5
804.0
0.01
11.4
309.1
2312.5
0.01
387.5
805.0
0.02
27.1
731.4
5471.0
0.01
502.5
806.0
0.03
47.2
1274.8
9536.2
0.02
653.5
807.0
0.05
74.5
2012.0
15051.0
0.02
925.7
807.5
0.06
92.0
2485.2
18590.5
0.02
1075.2
C-18 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: EMULSION
STORAGE AND TRUCK PARKING AREA_25 yC,,A)
CHART 2
eo
,00po
(�\I6,88T
15fi
4
38EXAMPLE
Q=6c(2)
4.m
HW' HW 5 5 (3)
132 U
a,000 D (teat) s fi
20
5
crop (1) .5.4 s
B,
108
(2) 2.1 6.3 °
Q3)
K
(2.2 fi.6 3 6
qfi
'Dln feat 3
U
80p 3
IX
E'4
N
6p0 O =13.81 CFS
500 2
n
2
U
12 V
U
o0
30p p
Z
3 15
20p ?
o
80 O
PI F W 1'S 1.5
.°
w
j
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too
Q
UO
fi0 ❑
42 ❑
50 HW SCALE ENTRANCE10
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/
D PE 2
40
F
(i) �l petlwell 0 8
p p
3fi
<3
2 /
�) �Iteretl to � 08
form [o slope Q 0 8 0.6
U
30
13) ProlecOn9
0 8
Q�Q
W
a I 0.7 0.]
a
F
2'°
21
6 0.]
To use style 12) or (3) profecl
6 hor¢oMelly to scale (1), than s08
3 oe straight'd-d linorou thgh o.e
ana Q scales, «reverse as g_e
,e
Illusvatea.
z
15
0.5 0.5
1.p 0 5
12
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
fipaE poFP
° ors N
WITH INLET CONTROL
FOR Q =13.61 CFS, USE
1-24 INCH CMP WITH 2A0' HWD
OR EQUIVALENT. PROVIDE MIN. 1.0
FT. COVER.
C-19 Culvert Design (Under Emulsion Pad)
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: DA1 thru DA] prewns8uct_25 yr.sN4)
w
U
w
U N q ❑
�❑ 50 HW SCC �NTR _ 10 1.0
2
U D PE S
4 E o
w ry) HI B, e
ao ❑
Q 33 20 (2) Miteretl
p conform [o slope Q o B 0.6
U 30 (3) ProlecOn9 0.8
2] 0 Q
ZO 8 M 0.7 0.7
N
21 To use style 12) or (3) protect
4 horizontally to scele(1), then 0 8
traigM1t lnclinetl lino through O.fi
3 eQsalea or reverse as g�
18 Illustrates.
2
5 0 5 0.5
1.0 O.s
-12
HEADWATER DEPTH FOR
CM. PIPE CULVERTS
°aEAUIFPUBLIC asa pAp3LAN ,P WITH INLET CONTROL
FOR Q = 36.06 CFS, USE
1-361NCH CMP WITH 3.33' HWD
OR EQUIVALENT. PROVIDE MIN. 1.5
FT. COVER.
CHART 2
,eo
T
,o,000
6•�
188
EXAMPLE (�)
156 I
6•� D = 36 inches (3.0 feet) 6
n'0°° Q=88ch (2)
132 U
000
HW HW 5 fi (3)
3•°0° o (teat) 5 6
120 a
2=3 (1) 1.8 5.4 s
(2) 2.1 6.3 °
Ios
88
(3) 2.2 6.6 3 4
lBoo 'Din fee+ 3
U
eoo 3
84
N
Epp Q=36.08 CFS
SW 2
600
]2 W
U300
2 2
15
2w �_
60 O
sa
4e i
PIF N 1.5 1.5
w
<
CLEAN WATER DIVERSION DITCH DA-88 DETAIL
(MIN. SLOPE SECTION)
N.T.S.
�9.13 ft. � 1.0� Oft. Freeboard
1 .28 ft.
1
2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 5.73
Area of Wetted Cross Section: 3.29
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 8.22 cfs
Depth of Flow: 1.28 feet
Velocity: 2.50 fps
Channel Lining: Class B Rip Rap
Freeboard: 1.00 feet
CLEAN WATER DIVERSION DITCH DA-88 DETAIL
(MAX. SLOPE SECTION)
N.T.S.
�7.53 ft.---I
.00ft. Freeboard
0.88 ft.
2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 3.95
Area of Wetted Cross Section: 1.56
Channel Slope: 6.6000
Manning's n of Channel: 0.0390
Discharge: B-22 cfs
Depth of Flow: 0.88 feet
Velocity: 5.27 fps
Channel Lining: Class B Rip Rap
Freeboard: 1.00 feet
1000
•11
Sediment Basin Access Road
SB-17
800
0+00 1+00 2+00 3+00
DIVERSION DITCH DA-86 DETAIL
N.T.S.
�11.34 ft.1.0� Oft. Freeboard
[71.83 ft.
1 1
22
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 8.20
Area of Wetted Cross Section: 6.73
Channel Slope: 1.0000
Manning's In of Channel: 0.0290
Discharge: 30.22 cfs
Depth of Flow: 1.83 feet
Velocity: 4.49 fps
Channel Lining: Class B Rip Rap
Freeboard: 1.00 feet
ROAD DITCH DA-91 DETAIL
(MAX. SLOPE SECTION)
N.T.S.
�-8.40 ft.----I
OOft. Freeboard
1
10 ft.
2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00-1
Wetted Perimeter: 4.92
Area of Wetted Cross Section: 2.42
Channel Slope: 10.0000
Morning's In of Channel: 0.0450
Discharge: 15.77 cfs
Depth of Flow: 1.10 feet
Velocity: 6.51 fps
Channel Lining: Class B Rip Rap
Freeboard: 1.00 feet
1000
•11
DA-88 Clean Water
Diversion Ditch
4+00
DA-86 Diversion Ditch
800
0+00 1+00 2+00
ROAD DITCH DA-91 DETAIL
Existing Grade
5+00 6+00 7+00
Cross Section B-B'
Scale: 1" = 100'
(MIN. SLOPE SECTION)
N.T.S.
i10.55 ft. � 0� Oft. Freeboard
1.64 ft.
1 1
2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 7.32
Area of Wetted Cross Section: 5.36
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 15.77 cfs
Depth of Flow: 1.64 feet
Velocity: 2.94 fps
Channel Lining: Class B Rip Rap
Freeboard: 1.00 feet
ST MARKS ROAD SCREENING WALL SED DITCH
Ixelwtx.m.: Iw Pmiw, e.Imrso.��e is ll,ew�c mn• n.
n'Pmiw, x•: wmcxxlres.Im.
-z;° ow.m I:
cce•w•we I W`, '• -11
e Dl�rn owl pwlM
:Illl�s. CONTROL CHANNEL
pm:
w, n " ua.xw.ra,.m.4wx, w.4 wJ agno mmlwmion mwl.
ILL I
A.
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147.x.w.wsee,a., m.
mlNcw"°N
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g.s INn>.ewN +.s (rorlwm.N
.-.-.-.-.-.L.......... .
..............
e waver :.°m �m.I4wNw„aNm,x
ro mlNm4wNa•nm aeaar °.,..,w .e ml wm.rarox
d
SECTION A -A'
(control area th BChannei)
6e 1N .Nlnnr rro NOln
A
:o IN°wa.oNlm,.h.n..I ' I^I•�.n.mwl,�.xaaMl
>anxxNalaHnm.wlmmn<II� ,�,x�g. ,.°In,S.m.rI.,N
A _J
SEDIMENT DIT%OFILE VIEW
�-
8+00 9+00 10+00 11+00 12+00
1000
I
Concentrate Plant/Conversion Plant
Conveyor Access Road No. 2
Existing Grade
�ad
�1%
During Mining Grade
3+00 4+00 5+00
Cross Section A -A'
Scale: 1" = 100'
0
U 900
7Berm
2
DA-8 Road Ditch 800
6+00 7+00 8+00
INSET E
ST-105
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F
1000
•11
800
13+00
INSET F
SK27
874.0
0.00
0.0
0.0
0.0
0.01
412.6
WaterElev Storage AcreFt Storage CY StorageCF Storage GALLON Area Acres Area S.F.
875.0
0.01
17.0
459.0
3433.9
0.01
559.8
801.0
0.00
0.0
0.0
0.0
0.16
7081.5
876.0
0.02
39.6
1068.6
7994.0
0.02
725.9
802.0
0.17
270.4
7300.9
54614.6
0.18
7783.5
877.0
0.04
68.6
1851.4
13849.7
0.02
936.6
803.0
0.35
566.9
15307.6
114508.4
0.19
8488.3
878.0
0.07
107.9
2913.8
21797.0
0.03
1333.4
803.5
0.45
725.1
19577.8
146452.5
0.20
8854.1
878.5
0.08
133.2
3596.1
26900.7
0.04
1550.6
SK67
WaterElev Storage AcreFt StorageCY Storage CIF Storage GALLON Area Acres Area S.F.
790.0
0.00
0.0
0.0
0.0
0.15
6743.3
791.0
0.16
257.9
6964.4
52097.4
0.17
7434.4
792.0
0.34
541.6
14622.3
109382.5
0.19
8127.9
SK68
WaterElev Storage AcreFt Storage CY Storage
CF Storage
GALLON Area Acres Area S. F.
825.0
0.00
0.0
0.0
0.0
0.15
6579.8
826.0
0.16
251.6
6793.5
50819.2
0.17
7256.3
827.0
0.33
528.4
14267.0
106724.5
0.18
7940.1
SI 69
WaterElev Storage
AcreFt Storage CY Storage CF Storage
GALLON Area Acres Area S.F.
826.0
0.00
0.0
0.0
0.0
0.07
2974.8
827.0
0.07
116.3
3139.3
23483.6
0.08
3510.7
828.0
0.16
252.6
6819.2
51011.3
0.09
4056.3
828.5
0.20
328.4
8865.6
66319.0
0.10
4339.3
1�ti111i!!/2
I hereby certify that this document was �•CANp�'�,
prepared by me or under my direct personal f,
supervision and is correct to the best of my �'�Yssra'••� :J
knowledge and belief and that I am a duly ' �r Qg� •:�
SEAL
licensed Professional Engineer under the = = 048820 =
laws of the State of North Carolina. :,/ Q••;'
f � Y�]1���•h It�`ti�
(Signature) "'itel+j! $ •
Date: 06/07/2022 ; � ' III ,%,
�I
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SHEET NUMBER
02CO-005

1100
1000
'll
:11
700
1100
1000
N PLAN
900
800
DITCH
700
0+00
Y
U
w
Q 1­­ PROPOSED FINAL G
1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00
M/ A � I
21
21
1 % FINAL CREST EL. = 1090.0 1 Qua i
PROPOSED GRADE
PHASE
?"7
20 ft. Bench (typical)
1100
1000
EXISTING GRADE
rn 800
DIVERSION DITCH DA-19*
DIVERSION DITCH AT BERM #1 g
Of
w
m
700
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 23+00 24+00 25+00
WASTE PILE CROSS SECTION C-C'
SCALE: 1" = 100'
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
WASTE PILE CROSS SECTION D-D'
INSET G
SK28
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F.
794.0 0.00 0.0 0.0 0.0 0.08 3516.9
795.0 0.08 135.1 3647.1 27282.2 0.09 3951.6
796.0 0.18 285.3 7731.4 57835.1 0.10 4383.6
796.5 0.23 369.1 9937.6 74338.1 0.11 4610.2
SK29
Water EIev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F.
793.0 0.00 0.0 0.0 0.0 0.26
11233.9
794.0 0.26 427.0 11530.0 86250.7 0.28
12156.5
795.0 0.55 888.3 23985.4 179423.2 0.30
13077.4
795.5 0.70 1131.8 30559.7 228602.7 0.31
13545.5
SK66
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F.
784.0 0.00 0.0 0.0 0.0 0.15
6750.8
785.0 0.16 258.0 6964.8 52100.1 0.17
7437.6
786.0 0.34 541.6 14622.7 109385.1 0.19
8134.7
ST-110
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
791.0 0.00 0.0 0.0 0.0 0.00
163.5
792.0 0.00 7.0 187.8 1405.1 0.01
239.8
793.0 0.01 16.6 448.3 3353.5 0.01
311.5
794.0 0.02 29.1 784.6 5869.6 0.01
404.7
795.0 0.03 45.9 1240.2 9277.5 0.01
571.8
795.5 0.04 56.7 1532.2 11461.8 0.02
665.5
WORST CASE WASTE ROCK PILE DIVERSION DITCH
DETAIL (MIN. SLOPE SECTION)
N.T.S.
�- 15.51 ft-ft.
Freeboard
1 1
288 ft.
2 2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 12.88
Area of Wetted Cross Section: 16.56
Channel Slope: 0.5000
Manning's n of Channel: 0.0280
Discharge: 73.70 cfs
Depth of Flow: 2.88 feet
Velocity: 4.45 fps
Channel Lining: CLASS B RIP RAP
Freeboard: 1.00 feet
WORST CASE WASTE ROCK PILE DIVERSION DITCH
DETAIL (MAX. SLOPE SECTION)
N.T.S.
�12.03 ft.�
1.00ft. Freeboard
2 2 1 2.0 J_
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 8.99
Area of Wetted Cross Section: 8.07
Channel Slope: 10.0000
Manning's n of Channel: 0.0480
Discharge: 73.70 cfs
Depth of Flow: 2.01 feet
Velocity: 9.14 fps
Channel Lining: CLASS B RIP RAP
Freeboard: 1.00 feet
C-1 Culvert Design
(FILE
SEE THE SEDCAD 4 FLOW CALCULATIONS
NAME: PHASE 1 WASTE ROCK PILE_25 yr.syt)
CHART 2
w
;EST
10,000
8.000 EXAMPLE I��
56 I
It.000 D = W incnea(3.O feet) 6
5,0000 00 O=fifi cfs (2)
132 U
1. 6
4,s 6
HHW (
3.000 D
W
f
'p A
a
(feet) s -
2,000 (1) .8 5.4 5
2.6.3 4
2
a
96 f
(3) 2.22 8.8 3 4
1,000 `D in feat
N
U
J
B6 N
3
800 3
BOB
'00
400
2
U
Z
72 u
U
2 2
300 p
3 1.5
z
w
6
OEXAMPLE
s ¢
200 S
,'6 15
/ /
/ WW.
100 /
U
48
/3
/
Q
❑
fi0
K
n
HW ENTRANCE z ,0 10
40 D SCALE TYPE 2a
0
(1) Headwall
W
Q
g
30 p
(2) MBered to W 0.9
O
20 Mom to slope 0.6
Q 0.8
U
O
a
N5
zA
21
(3) Prol.tirg
o.a
10
8 3- 0.] 0.7
6 0.7
To use scale 12) ar (3) project
4 ForizonUlly Boat,(,'). M,n
freight inclin dline th-gh
3
16
15
D end 0..1a ar reverse as 0.6
illustrated.
z
0.5 0 5
10 os
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
6NaEAapF1
aLI RpApa,AN ,g63
WITH INLET CONTROL
SCALE: 1" = 100'
C-2 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: DA-51_25y,.C,U
CHART 2
eo
T
1¢000
8��
168
EXAMPLE
158
I
6.000 0D- 3G6 in�csM1as l3.0 feet)
6 z)
(
1a4
d�
00g
5 fi
132 U
HW HI
3.000 0 y m)
(3)
5 6
20 ~
d
BOB(1) 1.6 5.0
(2.fi.3
4
5
108 J
KQ
(33) 2.22 8.8
3
6
98 F
1.000 'D in feat
3
U
J
800
3
84
N
BOB
500
Q=22.29 CFS
2
w 2
V
W
crop
300 p
2
200
60 U^
FXAMPI F
W
r
db
Q
J
U N
60 ❑
U 42 ❑
W HW SCALE ENTRANCE
D TYPE / 2
0
36
/ ❑
Q 33 /
O /
20 (2) M.iteretl to
form to slope Q
0.6
0 8
0 8
U
R) Pro .ng O
08
❑
27
0 Q
o
a x
o.7
0.7
Z
fq
6
21
6
5 To use scale (2) or (3) .grated
than
d 111 to s..
OY
18
1s
li),
U. inclined line lM1rougM1
3 Dand . D scales, or reverse es
illustretatl.
0.6
o.s
06
0 8
2
o.s
1 D 0.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
BUREAU DFP 9D RpAp3,AN
, WITH INLET CONTROL
FOR Q = 22.29 CFS, USE
1-301NCH CMPS WITH 2.70' HWD
OR EQUIVALENT. PROVIDE MIN, 1.0
FT. COVER.
C-17 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE
NAME: PHASE 1 WASTE ROCK PILE_25 yr.,C4)
CHART 2
80
188 T
10,000
000 EXAMPLE
15fi I
6•� D= 38inCIe51— feet) 6
5,000
(2)
144 i
Q=%vB,
6,000 5 B
HMI�3)
132 U
OU
3'000 0 _D (feet) 5 6
20 ~
d
2,000 0 1.6 SA 5
108 J
12)
(3) 2.2 6.6 3 6
96 F
,,000 - D In feet 3
U
800 3
OU
Ix
ga
N
fi0p Q=]1.28 CF3
BOB 2
0
OU
U
z
?
2 W
io
300
3 s
2. ?
BO
Y
,W
/
J
48 2
/ Q
❑
U
_
/ ❑
!LW ENTRANCE
0
W
W SCALE
40 D TYPE 2a
Headwall '0
W
Q
3fi
33
(1)
30 0 8
Q) MItereO to 0.9
LU
20 form Wslope Q 0.8 0 8
U
30
(3) Projec8ng
o.e
2]
10
O
8 3- 0.7 0.7
Q
F
24
6 0.7
0)
s To use.ale (2)or (3)Proled
21
6 I:-1tr t1I scale (,'), =.
sasiralgN inclinedline rM1rougM1 0.6 0.6
1e
15
3 Band D scales, or reverse as 06
Inueaarea.
z
0.5
12
0.5
1.0 o.s
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
OFPV6L1
apo6FAN g
WITH INLET CONTROL
FOR Q = 71,26 CFS, USE
1421NCH CMP WITH 5.22' HWD
OR EQUIVALENT. PROVIDE MIN. 2.0
FT. COVER.
1100
1000
W1
:11
700
600
19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00
C-24 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: REVISED S614_25 yr.scd)
CHART 2
80
T
10,000
6�
168
EXAMPLE �t)
156
6•� D= 36 incM1es(3.0 feet) 6
5,000
(2)
144
D=88 cfs
6,000 5 6
132 U
HW HW 13)
3'SSS 0 (ke0 5 fi
20 ~
d2000
(1) 1.8 5A 4 5
(2) 2.1 6.3
108 J
KQ
(3) 2.2 3.6 3 4
98
1•0�-Dlnfeet 3
U
J
800 3
ga
m
Epp Q=5.50 CF3
z
W
2
soo
dop
U
LL
U
W 3 1.5
EE
I O
60 O
EXAMPLE N 1S 1.5
W
NN
NN
s4
j
48 V
Q
U
❑
LU
U
_
42 ❑
BD
ENTRANCE 1,0 ig
50 Ham' SCALE
D TYPE S
f 0
Headwall
W(1)
3fi
09
30 ❑
/
Q
p
33
20 (2) Miteretl to 09
e,11pe Q
30
�10 08 0.6
R) �vrolecOn9
OU
Q 0.6
O27
,80 2 07 0.7
d
/ 0.]
N
21
6 To use scale 121 or (3) project
4 M1or¢oMelly W scale(1), 1M1an
0.6
use -I line th,,gM1 0.6
18
15
3 Dand D scales, or reverse as 0_e
illustrated.
z
OS
12
0.5
1.0 o.s
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
BUREAU aE
PUBLIC aoAp33 ,9a a
WITH INLET CONTROL
FOR Q=S.SOCFS, USE
1-181NCH CMP WITH 1.47' HWD
OR EQUIVALENT. PROVIDE MIN. 1.0
FT. COVER.
N S ET H TYP WASTE ROCK PILE FLUME DETAIL (Min. Slope Section)
N.T.S.
SK26 18.33 ft.
WaterElev StorageAcreFt StorageCY StorageCF Storage GALLON AreaAcres Area S.F.
841.0 0.00 0.0 0.0 0.0 0.09 3855.8 1
1 .08 ft.
842.0 0.09 148.3 4005.4 29962.4 0.10 4335.1 2 zt
I
FIIIIIIIIIIIIIIIII :z
0
z
N
p
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0
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it
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Q
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0
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12
LL
843.0
0.19
314.4
8489.1
63503.1
0.11
4814.0
1 0.0 0 ft.

1000
700
0+00
LL.ielf
14 ft. Basin Access
SB-16
DIVERSION DITCH DA-42
O
O
CD
LU w DURING MINING GRADE
0
D- 1 %
EXISTING GRADE
1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00
CONCENTRATE AND INDUSTRIAL MINERALS PLANT PAD
CROSS SECTION E-E'
SCALE: 1" = 100'
m m
m
C o
ROAD BERM �J
U
900 11
I nl 0% CRUS ED ORE PAD
800 ROAD
700
0+00 1+00
INSET J
SK36
F021FS MA
DURING MINING GRADE
1000
12 FT. HIGH SCREENING (SOUND) WALL 900
BERM
1 %
DIVERSION I ITCH DA-47 J
12+00 13+00 14+00
700
15+00
z
O
12 FT. HIGH SCREENING (SOUND) WALL
m
EXISTING GRADES
DIVERSION DITCH
2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00
CONCENTRATE AND INDUSTRIAL MINERALS PLANT PAD
CROSS SECTION F-F
SCALE: 1" = 100'
WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON Area Acres Area S.F.
807.0
0.00
0.0
0.0
0.0
0.03
1344.0
808.0
0.03
54.9
1481.2
110W.1
0.04
1789.7
809.0
0.08
126.6
3418.1
25568.9
0.05
2271.0
810.0
0.13
217.2
5865.1
43874.2
0.06
2831.4
810.5
0.17
270.4
7300.8
54613.5
0.07
3125.7
C-5 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE
NAME: PLANT AND CRUSHED ORE PAID_25 yFmI4)
CHART 2
T
E000
6�
168
EXAMPLE It)
156 I
6'000 D = 36i-(3.0 feet) 6
5,00E
(2)
44
Q=�
000 5 fi
132 U
HW' HW (3)
3,00E
F
D (feat) 5 fi
120 d
200E (1) 1.8 5.4 5
108 J
WQ
(2) 2.1 6.3
(3) 2.2 6.8 a 4
98 F
1,00E ' Dln feat 3
U
800 3
84 N
fi00 Q=50.77 CFS 2
500
2
U
Z
Z
72 W
U
600
2
300
3 1.5
pp 2
OFXAMPI
fi0 U^
F N 1 5 11
h,
W
C0
W
F
iW W
j
dS U
Q
U
-
BD ❑
_
' �,pg�y,5 �,�g�yyp
HW ENTRANCE _ Z 0 �J
D _GIBE TYPE
F '0
w
36
(,) Heatlwall W
0 ❑ 08
33
(2) Mitered to W 08
p
20 c«dorm to slap.
U
30
(3) Pmlediig O 0.8
27
0 Q
8 2 0.7 0.7
Q
6
N
21
5 To us. stele (2) or (3) project
4 hadwntally W..1.(1), then 0.6 0.8
se siralgM lnGined line Urougn
fe
15
3 D and p scales, or reverse as 0.8
6lndretaa.
0.5
2
0.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q=50.77 CFS. USE
1-021NCH CMP WITH 3.78' HWD
OR EQUIVALENT. PROVIDE MIN. 1.5
FT. COVER.
WORST CASE PLANT AREA DIVERSION DITCH
DETAIL (MIN. SLOPE SECTION)
N.T.S.
18.1 ft.
1 1 3.53 ft.
2 � I
1.00ft. Freeboard
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 15.79
Area of Wetted Cross Section: 24.94
Channel Slope: 0.5000
Manning's n of Channel: 0.0395
Discharge: 89.95 cfs
Depth of Flow: 3.53 feet
Velocity: 3.61 fps
Channel Lining: Class B Rock Rip -Rap
Freeboard: 1.00 feet
WORST CASE PLANT AREA DIVERSION DITCH
DETAIL (MAX. SLOPE SECTION)
N.T.S.
14.9 ft.
Freeboard
T1.00ft.
1 �1 2.7I
2 22
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 12.18
Area of Wetted Cross Section: 14.83
Channel Slope: 2.0000
Manning's n of Channel: 0.0395
Discharge: 89.94 cfs
Depth of Flow: 2.72 feet
Velocity: 6.07 fps
Channel Lining: Class B Rock Rip -Rap
Freeboard: 1.00 feet
C-3 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: REVISED S614_25 yr.s« )
CHART 2
0000
88
T
8,00E
EXAMPLE (t)
15g
I
6,00E00E
5,
D = 36inMas(3.Ofee,)
6
(2)
144
�
4,00E
Q=gg cfs
5 6
132 U
F
3,
HW' HW
D (feat)
(3)
5 fi
120 d
2,00E00E
(1) 1.8 5.6
2.1 6.3
5
108 J
KQ
(2)
(3) 2.2 6.8
3
4
98 F
1,00E
' D in feel
3
U
7
84 N
Boo
fi00
Q=34.15 CFS
S
U`
72
U
z
soo
400
h
3oo
J
3
/
1s
Z200
60 o
U
S
PI N
1.15
f 54 w
W ,00
D,
F
w
j 48
U 8
Q
U
0 42 \
_
❑ 50 HW
❑
SCALE ENTRANCE
D TYPE I
W
40
1
w 36
o
0) Heatlwall
O
33
\
Mileretl to W
0 9
p
20
`2)
conform to slope Q
U30
(3)� Pmleding
27
,o
Q
8
2
0.7
N
6
21
5
4
To use.1.(2)or(3) project
hadwnt.11y tc .1.(1), then
0.6
p82'4.0=2.d8'HWD
.e sBalI Ind.. line Urougn
3
Dand p stelae, or reverse as
18
50.5
illus0ated.
76'.
2
0
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
6aBEA1 OF PDBLI� ROADS IAN.
, 6i
WITH INLET CONTROL
FOR Q = 34.15 CFS, USE
1-081NCH
CMPS WITH 2.48' HWD
OR EQUIVALENT.
PROVIDE MIN. 2.0
FT. COVER.
C-9 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE
NAME: PLANT AND CRUSHED ORE PAD_25
BASED
ON WORST CASE FLOW FOR A HAUL ROAD DITCH
CHART 2
T
poao
8�
188
EXAMPLE It)
156 I
feet) fi
S,000 D = 36 inches (3.01. (2)
n'0EE Q =88 Gs
000 5 fi
132 U
HW' HW (3)
S'000 D heat) 5 6
F
120 d
200E (1) 1.8 SA 5
(2) 2.1 fi.3 4
108
(3) 2.2 6.6 3 6
98
1.OW 'Din feat 3
U
E00 3
X
ea
N
fi00 Q=33.73 CF5
500 2
2
U
72 W
600
00 p 2
Z
7
200
ofi0
O
EXAMPLE N 15 1.5
W
r
s4
w
1W
48 U
Q
U
❑
0
_
42 ❑
5p HW SCALE ENTRANCE z 10 1,p
�,p5�y,p
D TYKE FT_
r
� �
'
Headwall w o e
30
❑
W
o
33
20 (2) Mit.retl to o 8
conrom� to.lopa < o e o e
U
30
R) Prole g 08
K
21
10 Q
0.] 0.7
Z
r
24
B
o.7
N
s To use xale (2) or (3) Project
21
6 hadwntallyta. I.F),tnen
sea Ight lndin III Urougn aS 15
S Dand Q stelae, or reverse as o8
18
5
illuatrdatl.
2
0 5 0.5
2
1.0 0.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
6 RE �11F6LROANI
,A
WITH INLET CONTROL
FOR Q = 33.73 CFS, USE
1-361NCH CMPS WITH 3.15' HWD
OR EQUIVALENT. PROVIDE MIN. 1.5
FT. COVER.
14+00 15+00 16+00
C-4 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: REVISED SB14_25 yr..W)
CHART 2
80
'6B T
10,000
8.0Oo
EXAMPLE
5g
B4Ooo
5.Ooo
Q - fii�..(3.0 feet)
8 (2)
146
132 U
4,00E
3,000
HW HW
D
5
6
(3)
W
f
'p
A
2,000
(feet)
(1) 1.8 5.4
(2) 2.1 6.3
5
4
8
5
a
86 f
1,00E
(3) 2.2 6.6
' D in feet
3
74
j
B4 H
W
800
800
500
Q=89.95 CFS
2
3
3
W
U
72
400
W 300
p
2
z
Z
U
3
1.5
z
w
s
200
QEXAMPLE
?
~
1.5
15
7
U
WO
W
62
K 100
U
_N fi0
❑ 5o HW SCALE ENTRANCE
40 D TYPE
(1) Headwall
p
2a
1.0
1.0
1.28'6.0'=5.16'HWD
1.0
W
Q
g
3o
R) MItmd
p
W
E.
.O
20
Mo mto slope
O8
0.8
U
a
30
to
(3) ProJ.IP,
pQQ
W
o.e
❑
Z
Q
N5
2d
21
,e
8
6
To
d ForizonUlly
3 D
ina.vaNtl.
use scale---or-3)project
to sc,I, F ), mm,
treigM inclmd line Urougn
end Q scales,«reverse m,
=
0.7
0.7
0.7
0.6
0'fi
o8
15
0
0.5 0.5
0.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
6DHFADOFnL6LIOF.-
IAN
,
WITH INLET CONTROL
FOR Q = 89.95 CFS, USE
1-081NCH CMPS WITH 5.18' HWD
OR EQUIVALENT. PROVIDE MIN. 2.0
FT. COVER.
C-10 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: DA-71_25y,$s )
CHART 2
T
E000
8�
188
EXAMPLE
156
5,00E D = 36 inche.(&0 feat)-6
5.00E Q=88 cfs (2)
144
132 U
4,00E 5 6
HW' HW (3)
120 ¢
S'000 0 (feet) 5 fi
2,00E (1) 1.8 SA 5
108 J
WQ
98
(2) 2.1 fi.3 4
(3) 2.2 6.6 3 4
1,Opp 'Din feat 3
U
J
800 3
84
N
fi00 0=8.93 CF5
SEE
a00
WU
z
72 N
300 p
20p :�
W
W
j4S
W
V
r
1W W
,.,8'2.0=230'HWD
U
42 ❑
BD
5p HW SCALE ENTRANCE / z 10 f0
W
F
60 DE/ f
(i) HeaH]a r W 08 fo
3fi
33
0 / ❑
20 (2) /iteretl to W 0.8
��
30
rom�to.lopa < o.fi oa
�[3)
U
K
Prolec8n9
/ ❑ 0.8
Q
27
D
Z
Q
6
0.7
6
N
/ect
21
5 To use scale (2) or (3) proj
,e
d M1or¢oM 11y Los Id (1), Uan O.fi
use-ghtlW-d line mrougn 0.6
3 antl Q scales, «reverse as 0_g
nm.vaNtl.
5
2
o 5 0.5
to 0.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
N -
WITH INLET CONTROL
FOR Q = 6.93 CFS, USE
1-181NCH CMPS WITH 2.38
OR EQUIVALENT. FROM
FT. COVER.
1000
900
ONING FE NCE
HEPHZIBAH CHURCH ROAD
1.10101
700
17+00 18+00 19+00
C-6 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: CULVERT G6_100 yr.s.)
CHART 2
EO
Sg T
10,00E
8,00E EXAMPLE
156 I
8,00E D=361nches(3.0 feat)
5,00E Q=88 cfs
6
(2)
,46
4,000
HW' HW
5
6
(3)
132 U
H
3,00E D ft.)5
6
120 d
2,00E (1) 1.8 5.6
4
5
,OB
(2.6.3
2
(33) ) 2.2 6.6
3
4
98
1,00E ' D In feet
3
U
J
800
3
8d
600
0=27.10 CFS
ro
500
2
ro
w
400
Z
72
N
300 p
U
3
200 ?
O
O EXAMPLE N
�
1.5
15
F
w
54
(D f
W +oo w
U
62
_ So � ❑
❑ 50 HW BCALE �NTRANCE
D TYPE
1.0
10
ly
F
40 / H
/ Headwall
(U H
W❑
08
' 0
p
�
/
33
(2) Mitered to
20
0.8
U
30
co�rform to slaps Q
(3) Proj.d O
o 8
o.e
0.8
❑
2
fo Q
o
e M
0.7
0.7
Q
6
6
0.7
N
1
5 To use awl, (2) or (3) project
4 M1or¢oMellyto...N(1), th..
O.fi
5
esBaiI lW-dline Urougn
3 Daand Q scales, or reverse as
2
0 5
O.fi
O,g
2
0 0.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
"A", A,
­1WITH INLET
CONTROL
FOR Q = 27.10 CFS, USE
1-301NCH CMPS WITH 3.15' HWD
OR EQUIVALENT. PROVIDE MIN. 1.25
FT. COVER.
C-11 Culvert Design
SEE THE SEDCAD 4 FLOW CALCLATIONS
(FILE
NAME: DA-74 ROAD CULVERT_25 yr..P )
CHART 2
80
1o,000
188T
8�0 EXAMPLE (�)
156 I
8,00E DD- in,hes(3.0 feet)
S,o 2
oo6 ` )
8
2
7F.0 6
HW • HW (3)
132 U
W
3,OOS D (feet) 5 6
20 ~¢
2,.0 (1 1.8 5.4 5
a
108 QQK
(2) 2.1 6.3 d
(3) 2.2 6.6 3 4
96 F
,.00E 'D in feet 3
j
8a H
N
800 3
g00 Q = 25.81 CFS
500 2
W
2
72
400
2 2
U
W
300
Z
U
1.5
?
200 =
80 Q
EXAMPLE K 1.5 1.5
54
48 i
100
g
U
1.18.25'=2.95'HWO
/
42 ❑
HW SCALE ENT141 Z
50 ,.p ,.0
H
W
40 D / YPE F
o
W
w
36
n
/1) Headwall W
30/ p
33 /
(2) witered to W o.9
p
/
20 nfoim U slope Q 0.8 0.8
�
U
0
(3) ProlecUn9 O
0.8
w
27
io
Z 0.7 0.7
O
8
f
6 0.7
N
5 To use scale (2) or (3) project
21
4 horizontally to scale(1), then
sD.e 0.8
raightmdlnatl line Urou gn
3 Cand Q scales, or reverse ae 0.6
fe
ilm.tretea.
2
15
OS OS
1 0 0.5
HEADWATER DEPTH FOR
12
C.M. PIPE CULVERTS
6DRLADNFPD6L�R�
M1LAN, 53
WITH INLET CONTROL
FOR Q = 25.81 CFS, USE
1-30 INCH CMP WITH 2.95' HWD
OR EQUIVALENT. PROVIDE MIN. 1.5
FT. COVER.
INSET K
SK32
WaterElev StorageAQeFt StorageCY StorageCF Storage GALLON Area Acres AreaS.F
786.0
0.00
0.0
0.0
0.0
0.15
6750.3
787.0
0.16
258.0
6964.7
52099.8
0.17
7437.8
788.0
0.34
541.6
14622.6
109384.9
0.19
8134.5
788.5
0.43
693.1
18713.9
139989.7
0.19
8490.4
SK70
Water Elev Storage AcreFt
Storage CY Storage
CF Storage GALLON
Area Acres Area S.F.
840.0
0.00
0.0
0.0
0.0
0.03
1495.9
841.0
0.04
59.9
1616.5
12092.2
0.04
1877.7
842.0
0.08
134.1
3620.4
27082.8
0.05
2274.7
842.5
0.11
176.8
4772.7
35702.1
0.06
2482.2
C-7 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: SS-18 DURING MINING_100 y,mA)
CHART 2
EXAMPLE
156
S.OW pQ= BlI-nes (3.0 km)
6 (2)
1. i
6,00E
5 8
132 U
HW HW
S'pW D (feat)
(3)
5 fi
H
120 d
2,00E (1) 1.8 SA
5
108
(2) 2.1 6.3
d
96
(3) 2.2 6.6
100E 'Din fed
3
3
4
U
J
84 y
800
fi00 Q = 163.8E CFS
2
3
rn
2 72
500
dgg
2
Z
Z
p
W
U
�O
3W 3
200
�L AIJ11 F W
1.5
1.6
1 5
50
7
W
j 48 V
iW W
Q
❑
4'S.0'=7O'HWD
U _
p 42 ❑
W
50 HW SCALE ENTRANCE
D TYPE 2a
(i) Headwall
10
10
0
36
33
30 p
(2) Mit.retl to
08
..A
-❑
20 conrore� m:lope <
U
30
(3) ProlecUn9
0.8
O
Q
21
4
Q�
0 w
8 2
0.7
0.7
0.7
N
21
6
To use scale (2) or (3) projacl
6 M1or¢oMelly toscMe(1), Uen
Og
fe
e sUaignt inclined line through
S Dsand Q scales, «reverse as
,Ilusvated.
2
O.fi
0.8
15
2
0.5 0.5
,o OS
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
6DRE1110FPE6LIOR_AL3LAN­
WITH INLET CONTROL
FOR Q=163.60 CF5, USE
1-601NCH CMP WITH 7.0' HWD
OR EQUIVALENT. PROVIDE MIN. 2.5
FT. COVER.
C-16 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILENAME
WORST CASE HAUL ROAD DITCH _25 yr..«t)
BASED
ON WORST CASE FLOW FOR A HAUL ROAD DITCH
CHART 2
8,0E EXAMPLE
156
S,WE D=81cnes(3.0kd) 6gT
(2)
4.00E
HW HW 5 8 (3)
132 U
a.000 o
5 6
H
12(1 d
(feat)
2,00E () . SA 5
108 J
) 2.11 8.3 d
(222
(3) 2.2 6.6 3 4
96 f
1,00E - D In feat 3
U
J
E00 3
ed
p)
Epp 0=33.73 CFS
60p 2
W
2
U
72 N
U
pp
300 ❑
Z
Z
3 15
pp 2
O
O
PIF W 15 1.5
a
6,
U
w
�
Y
U
1W
Q
U
❑
w0
_
62 ❑
50 HW SCALE ENTRANCE 10 10
D TYKE
W
60 h 1 o
(1) Headwall
w❑
w
(2) Mi-d W W 08
p
33
20 wnform -P.
Q 08 0.8
U
(3) ProlecUn9
(3)
E,
Q� 0 8
0 w
O
8 0 7 0.7
z
26
6 E7
N
5 To use style (2) or (3) prdacl
21
4 M1or¢oMelly to scale (1), Uan Og
18
sVaight Inclined llna Urougn 0.6
3 ntl Q scales, «reverse as 08
illustrates.
2
15
2
0.5 0 5
1.0 0.5
HEADWATER DEPTH FOR
CM. PIPE CULVERTS
6DH�DOFPV6L
aD AN ,
WITH INLET CONTROL
FOR Q=33.73 CFS. USE
1-36NCHCMP WITH 3.15' HWD
OR EQUIVALENT. PROVIDE MIN. 1.5
FT. COVER.
6' HIGH FENCE
WITH 2" X 4"
OPENINGS
SAFETY BENCHES �GR�V O
1= rfp
11mTYP-t �1 imr,_
QUARRY TO BE i- -iTi-iTi o=ii
FILLED WITH
WATER
12e TYP
0- 11mTY
a
ILL
O
w
Z
J
a'
w a
F I
Lu
U E
co
C-8 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: OA4i7_25 y,sc )
CHART 2
TYPICAL RECLAMATION TO LAKE
N.T.S.
EXAMPLE
156
5,00E D=361nches(3.0 feat)
6
(2)
'.
d,S,_ Q=88 cfs
000
5 6
132 U
~
HW' HW
3'°0° 0 (teat)
(3)
5 6
20
5
2,poo s.4
(2) n) 2.1.e1
fi.3
d
s
108 Qa
K
(3) 2.2 %
3
6
98 F
00 'Din feat
3
U
soo
3
84 �
N
fi00
500
Q=13.99 CFS
2
U
72
apE
300 p
U
2
Z
Z
3
pp 2
1.5
60
W
1.5
W
sa
w
D, 1W W
j
48
U Q
Q
42
❑ 5p HW SCALE ENTRANCE / z
TY�
W(1)
D S
tlwall W
1.0
36
0 / ❑
33
t2) Mit.retl to
0.8
20/ wnform to slope Q
0.8
08
U
30
(3) Prol I,
08
27
o.7
0.7
Q
N
d
g
5 To use scela(2)ar(3) project
0.7
21
d M1or¢oMMlytoscele (1), Uen
sVaigM Inclined llna Urougn
O.fi
0.6
fe
15
3 Dse
and Q scales, «reverse as
ill..ir.tetl.
2
0 5
0_g
-12
0.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
n
FOR Q=13.99 CFS, USE
1-241NCH CMPS WITH 2.34' HWD
OR EQUIVALENT. PROVIDE MIN. 1.0
FT. COVER.
C-25 Culvert Design
SEETHES DCAD4 FLOW CALCULATIONS
(FILE NAME: SB-18 DURING MINING 100yr..c4)
CHART 2
t80
t68T
t0,c0
B.a� EXAMPLE (�)
156
Ow D =M incheeE feel)
Q'66 cis
(2g
4,00E
W
tzE
W _ HW
S D (teal)
tee 54
5
(3)
6
u
100
z,0m Itl
(2) 88
131 22Din feet
5
U
84
W
gp
pp Q=J1.48 CFS
00
Z 2
2 300
5
p
O F-1,111 F IQ
/ w
S
U
S / -
/
p
W
0
❑tLW
o o scALE rrFE -
40
to
t o
36
Q 33
gp (,) Headwa 0
(2) W
.
09
2
Cl
30
20 con omi osope Q
(3) roIM o
OB
D .g
OB
Q
F
7
1
Q0
0 w
8
g
5 scale lzl or (3)vroled
MellDmd ,b Iwla(,),Uan
re cin�ineUrou9M1
calea,
]
0.7
.7
.6
g
.e
a
5
12
,Iw.aatea
t.0 0.5 0.5 0.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET
CONTROL
FOR Q =11.48 CFS, USE
1-021NCH CMP WITH 5.18' HWD
OR EQUIVALENT. PROVIDE MIN. 2.0
FT. COVER.
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I hereby certify that this document was •CANp'',,
prepared by me or under my direct personal f,
supervision and is correct to the best of my Offrs5ra :J
knowledge and belief and that I am a duly a SEAL v� •:�
licensed Professional Engineer under the = = 048820 SHEET NUMBER
laws of the State of North Carolina. :, Q4•;
(Signature) �'�lyg•�,�.�`� 02CO-007
Date: 06/07/2022 �,y�� (,��� 1 WO

INSET M
INSET L
SK33B
WaterElev Store a AcreFt StorageCY StorageCF Store a GALLON Area Acres Area S.F.
769.0
0.00
0.0 0.0 0.0
0.15
6750.8
770.0
0.16
258.0 6964.8 52100.6
0.17
7440.0
771.0
0.34
541.6 14622.8 109385.8
0.19
8138.1
SK41
Water Elev Storage
AcreFt
Storage CY Storage CF Storage
GALLON Area
Acres
Area S.F.
781.0
0.00
0.0 0.0
0.0
0.18
7970.1
782.0
0.19
303.5 8194.7
61300.8
0.20
8701.3
782.5
0.29
465.5 12569.1
94023.1
0.21
9067.2
SK42
WaterElev Storage
Acre Ft StorageCY StorageCF Storage
GALLON Area
Acres Area S.F.
789.0
0.00
0.0 0.0
0.0
0.20
8896.3
790.0
0.21
338.4 9138.0
68357.2
0.22
9674.7
791.0
0.44
705.9 19058.5
142567.E
0.24
10456.7
SK43
WaterElev Storage
AcreFt Storage CY Storage CF Storage
GALLON Area
Acres Area S.F.
771.0
0.00
0.0 0.0
0.0
0.20
8898.9
772.0
0.21
338.5 9138.3
68358.9
0.22
9676.2
773.0
0.44
705.9 19058.8
142569.7
0.24
10460.4
SK44
WaterElev Storage
Acre Ft StorageCY StorageCF Storage
GALLON Area
Acres Area S.F.
768.0
0.00
0.0 0.0
0.0
0.04
1810.9
769.0
0.04
71.7 1935.0
14474.5
0.05
2214.2
769.5
0.07
113.2 3055.7
22858.5
0.06
2422.7
Z
0
a
LU
PROPOSED GRADE
SK45
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F
767.0
0.00
0.0
0.0
0.0
0.07
2970.7
768.0
0.07
116.3
3139.3
23483.5
0.08
3507.0
769.0
0.16
252.6
6819.2
51010.8
0.09
4052.7
769.5
0.20
328.4
8865.5
66318.5
0.10
4334.7
SK46
WaterElev Storage
Acre Ft StorageCY StorageCF
Storage GALLON Area
Acres Area S.F.
768.0
0.00
0.0
0.0
0.0
0.03
1343.6
7690
0.03
54A
1481.1
11079.6
0.04
1790.3
770.0
0.08
126.6
3418.0
25568.1
0.05
2272.3
771.0
0.13
217.2
5865.0
43873.3
0.07
2834.0
SK47
WaterElev Storage
AcreFt Storage CY Storage
CF Storage
GALLON Area Acres Area S.F.
842.0
0.00
0.0
0.0
0.0
0.04
1798.3
843.0
0.04
71.4
1928.8
14428.3
0.05
2221.9
843.5
0.07
113.1
3053.4
22841.3
0.06
2436.5
SK48
Water Elev Storage
AcreFt Storage CY Storage
CF Storage GALLON Area Acres Area S.F.
830.0
0.00
0.0
0.0
0.0
0.22
9571.8
831.0
0.23
363.8
9823.2
73482.9
0.24
10381.7
832.0
0.47
757.6
20456.5
153024.9
0.26
11192.2
� 1 % 1 lay,
EXISTING GRADE
INSET N
SK49
WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON Area Acres AreaS.'
832.0 0.00 0.0 0.0 0.0 0.20 8897.3
833.0 0.21 338.4 9138.0 68357.3 0.22 9680.21
834.0 0.44 705.9 19058.7 142568.9 0.24 10463.7
INSET O
SK63
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
g g 8
806.0
0.00
0.0
0.0
0.0
0.03
1513.2
807.0
0.04
61.0
1647.3
12322.6
0.04
1933.7
8080
0.09
138.5
3739.4
27972.4
0. Do'
2412.3
808.5
0.11
184.0
4966.7
37153.8
0.06
2663.2
SK64
WaterElev Storage
AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
7880
0.00
0.0
0.0
0.0
0.21
9119.5
789.0
0.21
346.8
9363.8
70046.3
0.23
9908.9
790.0
0.45
722.9
19519.2
146013.5
0.25
10700.3
SK65
WaterElev Storage Storage Storage StorageGALLON Area Acres Area S.F.
g g g
811.0 0.00 0.0 0.0 0.0 0.21 9118.0
812.0 0.21 346.8 9363.9 70047.0 0.23 9905.3
813.0 0.45 722.9 19519.3 146014.8 0.25 10695.4
N 900
m
CO
Z_
(n
Q
m
800
700 1 1 1 1 1 700
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
TOPSOIL STORAGE PILE CROSS SECTION G-G'
SCALE- 1" = 100'
900 PROPOSED GRADE
U
�O to I �1% 1%
W � Q boo
800 W = y1olo
o Z
1 /o - J EXISTING GRADE
7
OU)
U) W
D_U
OQ
700 Lu
0+00 1+00 2+00 3+00 cwi)w 4+00 5+00 6+00 7+00 8+00 9-
� (D
W Q
Z Of
O
U)
TOPSOIL STORAGE PILE CROSS SECTION H-H'
SCALE: 1" = 100'
1000
Ul l
:11
700
0+00
INSET P
SK37
WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON Area Acres AreaS.F
791.0
0.00
0.0
0.0
0.0
0.17
7373.6
792.0
0.17
281.6
7603.6
56879.1
0.19
8123.4
793.0
0.37
591.2
15962.3
119406.1
0.20
8883.4
SK38
WaterElev Storage
Acre Ft StorageCY StorageCF
Storage
GALLON Area
Acres Area S.F.
756.0
0.00
0.0
0.0
0.0
0.03
1180.8
757.0
0.03
47.9
1293.7
9677.3
0.04
1551.5
758.0
0.07
109.8
2964.5
22176.3
0.04
1938.1
758.5
0.09
146.2
3946.5
29522.0
0.05
2140.9
SK39
WaterElev Storage Acre Ft StorageCY StorageCF
Storage
GALLON Area
Acres Area S.F.
760.0
0.00
0.0
0.0
0.0
0.03
1414.3
761.0
0.04
56.8
1534.5
11478.7
0.04
1809.0
762.0
0.08
128.6
3471.9
25971.9
0.05
2223.1
762.5
0.11
170.2
4596.6
34385.1
0.06
2436.2
SK40
WaterElev Storage
Acre Ft StorageCY StorageCF Storage GALLON Area
Acres Area S.F.
764.0
0.00
0.0
0.0
0.0
0.03
1412.7
765.0
0.04
56.8
1534.5
11479.2
0.04
1810.6
766.0
0.08
128.6
3472.0
25972.7
0.05
2224.0
SK58
WaterElev Storage
AcreFt Storage CY Storage
CF Storage
GALLON Area
Acres Area S.F.
751.0
0.00
0.0
0.0
0.0
0.21
9121.3
752.0
0.21
346.8
9363.5
70043.5
0.23
9912.2
753.0
0.45
722.9
19518.8
146010.9
0.25
10704.7
SK59
Water Elev Storage AcreFt Storage CY Storage
CF Storage
GALLON Area
Acres Area S.F.
755.0
0.00
0.0
0.0
0.0
0.03
1147.3
756.0
0.03
46.9
1265.2
9464.1
0.04
1531.2
757.0
0.07
108.2
2921.2
21851.9
0.04
1941.8
L758.0
0.12
185.7
5013.3
37501.7
0.06
2421.8
SK60
Water Elev Storage AcreFt Storage CY Storage
CF Storage
GALLON Area
Acres Area S.F.
761.0
0.00
0.0
0.0
0.0
0.03
1519.6
762.0
0.04
61.0
1647.4
12323.3
0.04
1943.7
763.0
0.09
138.5
3739.5
27973.4
0.06
2422.5
763.5
0.11
184.0
4966.9
37154.8
0.06
2673.4
SK62
WaterElev Storage
AcreFt StorageCY StorageCF
Storage
GALLON Area Acres Area S.F.
780.0
0.00
0.0
0.0
0.0
0.21
9123.5
781.0
0.21
346.8
9363.8
70046.0
0.23
9909.7
782.0
0.45
722.9
19519.2
146013.9
0.25
10702.8
ST-112
Water Elev Storage AcreFt Storage CY Storage
CF Storage
GALLON Area Acres
Area S.F.
747.0
0.00
0.0
0.0
0.0
0.00
131.0
748.0
0.00
6.0
162.0
1211.8
0.01
225.4
749.0
0.01
15.3
413.0
3089.6
0.01
313.2
750.0
0.02
28.1
758.2
5672.1
0.01
422.2
751.0
0.03
45.1
1218.1
9112.4
0.01
548.7
752.0
0.04
67.0
1809.8
13538.1
0.02
710.0
753.0
0.06
96.7
26112
19540.7
0.02
1007.4
753.5
0.07
115.8
3127.4
23394.7
0.03
1170.8
TYP TOPSOIL PILE FLUME DETAIL (Min. Slope Section)
N.T.S.
15.82 ft. y p 4g
1 T:ODftf"Freeboard
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 12.04
Area of Wetted Cross Section: 4.98
Channel Slope: 5.0000
Manning's In of Channel: 0.0410
Discharge: 22.40 cfs
Depth of Flow: 0.46 feet
Velocity: 4.50 fps
Channel Uning: CLASS 1 RIP RAP
Freeboard: 1.00 feet
WORST CASE TOPSOIL PILE DIVERSION DITCH
DETAIL (MIN. SLOPE SECTION)
N.T.S.
11.4E ft.�
1.00ft. Freeboard
' 2 2 ft.
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 8.35
Area of Wetted Cross Section: 6.96
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 22.40 cfs
Depth of Flow: 1.87 feet
Velocity: 3.22 fps
Channel Lining: CLASS B RIP RAP
Freeboard: 1.00 feet
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
TYPICAL SOUTH PIT BACKFILL CROSS SECTION A -A'
Scale: 1" = 100'
TYP TOPSOIL PILE FLUME DETAIL (Max. Slope Section)
N.T.S.
15.29 ft. t 1'
1 -Otf Freeboard
2 �_ 10.00 ft.___� `
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 11.44
Area of Wetted Cross Section: 3.42
Channel Slope: 50.0000
Manning's n of Channel: 0.0720
Discharge: 22.40 cfs
Depth of Flow: 0.32 feet
Velocity: 6.53 fps
Channel Lining: CLASS 1 RIP RAP
Freeboard: 1.00 feet
WORST CASE TOPSOIL PILE DIVERSION DITCH
DETAIL (MAX. SLOPE SECTION)
N.T.S.
1.00ft. Freeboard
' L- ft. T
2 2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 5.05
Area of Wetted Cross Section: 2.55
Channel Slope: 20.0000
Manning's n of Channel: 0.0480
Discharge: 22.40 cis
Depth of Flow: 1.13 feet
Velocity: 8.80 fps
Channel Lining: CLASS B RIP RAP
Freeboard: 1.00 feet
1000
:11
700
19+00
C-14 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
( FILE
NAME: WORST CASE ROAD DITCH r.ac4
25 _ Y )
CHART 2
poop
8•_
168 T
EXAMPLE
158
6.000 D0-366 inrc-(3.0 feet) 6 z)
s,000
4a i
4•� 5 fi
132 U
F
HW• HW (3)
3,000 D (k Q E,8
120 d
2,eW (1) 1.8 6.3 5
2.1
108 J
KQ
(2) .
(3) .2 86 3 4
88
1,000 • D In kai 3
U
800 3
84
N
Bpp a=].02 CFS
500
U
z
2 LL
o
600
2 2
300
3 s
fi0 O
2. =
FXAMPI F N 1 5 1 5
se.
K1.
w
W
w
�
U
10
U
N
42 ❑
BD
5p HW SCALE EN .N.E 1--'
0:
60 D
f
38
(1) Heajwall W
0 / ❑
Q
33
(2) / wileretl to 0 8
��
20 Mormbalope Q 0.8 08
U
30
❑ 0.8
�(3) Pmlenin21
/
4
0.]
8
r
N
21 /
5 To use eceb(2)or(3)pmlac[
,e
4 b style (1). Men
use Q6
avaighth.1,r line Ihro h 08
3 Dantl Daoalea, or reeereeaa o.e
inaareka.
2
0.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
r,I,a •,I,.rF
1 1,111 Al,,�„ti, •
WITH INLET CONTROL
FOR a=].02 CFS, UBE
1-181NCH CMPS WITH 1BT HWD
OR EQUIVALENT. PROVIDE MIN. 1.0
FT. COVER.
C-15 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE
NAME: WORST CASE HAUL ROAD DITCH_25 yr.arA)
BASED
ON WORST CASE FLOW FOR A HAUL ROAD DITCH
CHART 2
80
'68 T
0,000
8,000 EXAMPLE (t)
Sg I
fi,000 Q- fii� .(3.O feat) fi 2)
5.000 (
,dd
000 5 6
132 U
~
3,000 HW• HW (3)
p
20
LL
2,000 (1) 1.8 SA 4 5
,08
(2) 2.1 6.3
(3) 22 88 3 4
86 7
1,000 'Dinkel 3
U
8d
O1
800
100 a=33.]3 CFS
Soo 2
w
U
2
2
U
400
300
Z
3 1.5
200 =
O
PI F
W
s W
N
100 W
as i
8
U
_N
❑
a
62 ❑
50 HW SCALE ENTRANCE ,,p 10
D
K
40 -7-) Heatlwall W
W
30 ❑
<
33
(2) Miteretl
p
2U bon k slope Q 0.8 08
U
30
(31 ProleNn9 0S
❑
2
,0 <
O8
0.] 0.7
Z
r
N
4
1
0.]
b
5 Touses11yW )oN(1),th-
e
d horizonkhtto -dli1), than
V0 inclinatl linebrougM1 0'fi OB
5 o ana D scales, or reverse as o.e
Inaavaiatl.
15
0.5 0.5
100.5
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR a=33.]3 CFS, USE
1-36 INCH CMPB WITH 3.15' HWD
OR EQUIVALENT. PROVIDE MIN. 1.5
FT. COVER.
LLItE - RATE or APPLICATION (1045 acTe):
Baw aFFph=ca ss* m scats su to be cookKud by'axle* cmr. a -tor. •sap: a.:a ZW . of :ci: -*v apply bs =0 co
cc>IIw-xsrsodboilsaad4.00D-6.DXa a= = &&,Axaodw4-. VL=cfzFFL•ca=z.-wxriroiod"NKDEQ'iC!x*=
and Sedm= Cmaw Pmmc1 and Dakp Mumd - Cilopm 6
FERTE IIER - ANALYSIS AND RITE OF APPLICATION (po=d:_ ace
92* apphc=cn :at* m sorts rost io b* cmdxted b�Y:tar* cclurmor bm wr. m :aia c f- ic:: m. r<p; f a 10.10.10 Fade fir:a r
at'CC-:.00C b acre. or Sub=as of sinil x Sera cad* mdaoo. Rar oe3Fph:a-_=,:Stitt-1--a M: `:DL°QSIC L•ou=
and Sedtm w Cmao: plaaamt and Dv.:F: \:m 1- Cbaper 6.
SEED - 717E(S; AND FUTE(S1 OF APPLICATION DCL=:CS YEAR-ROCI-D SEEDAG
SCHEDL-L.E (poatds acre? [NOTE Iac:ude Lerimes]
Seed Tvtw Seedinr Datr. Seeding R2te-
paraawe*t Sad
tiC 9ealp S; po \3 =R\1L� •310j
T�sott�cat
�' >ds ace
isd .!iabiae frr SrT U--ae: Ma 111]
Tbromd*csc
: lbs aero
Suq Sap* \!= wth basal RsvFms (°�L1d?c-1 L3]
Fdsuarr 15-A=X=- IS
h:16s ace
\atitn Ssap Stcpo m= stirs Csaia Rye [ER.\awitl•2]
A= grit 1 ifixmy 15
- 5 In =*
Temporary C*rer Sad
B.-. aawp suet
Fatnsy I Mq=1 $
101b► acr
Astal:" Fay
izrsst I MMr'�ary 15
30 bs =o
- x-1Ir• w a Salop slop* = 5ar dS* P:*dmoa sad :oa o P'-= repass c(NC. 7ks pollbow-
fsaod!': = P<--Ao-. foe! and taut for o_d=5* ir: u*d =.x x b* p(rc}axd Sx R\ SI Sod:
Ff-at So.- Sam \San Na >EMUX • 1 I11:/ = sc , n :ccmo'- m5-v.oracrts ae :t' i a per-• =• -r
fa n1&5a -.w sad po.TM.ara bahmt m &:=-bald ice: Tie: imd =% caa Dc p_-:�=:.d Liam MINST Sao::
'`-.r C %be t m V : %-A Grids R,-% 1EX -1511 u a Sasso T90 aaa .* cass sad act q*ov. 5c:Wra Fao:
sash npaca2y 5e and on amp elope. = 6s aa:ia= L%abd Stasi 1a-drr. n 1 hi s (i � .4.+..,.� i i sad ?z•^:dzs pia.
Xiw (tut •uii spp }. ba8 c: wtl . rcr o 'sr-�-=+ sps*a_ 71=z iced s= cala be F=chi*d ea aSe. Ei.\'S: S-:
slaps to Law in wed mx o& caa r,a ss a cu e
QOp.:aLltld•i t:,icrs5o:s (!.\ awl.d rawQ.Lad pseadlOs pw (( How+:: •t.0 SPp t b0i O(aa'bi.� a:* r.YY• :pociv.
liii Seed ass Cos b* p1r.31ied from �`A L Se. sdt
SIL14CE - TYPE XNC RBI r of ALPF _CA71CN (po®ds ass) XC %MTHOD
ipF_xm rrx, cf a-3sa•. -sr • :aD b* 4.0W bS atze Ca iesi dlan 3 i s cps:. tack a sc ngtc,- d Osi ilcpw 3 : a cw=. x
�v^--i:roq=ai Ars_faK;cxcanoo=o=ddtm-&*\CDEQ.*vKEmu=sad SwL=m-'4=dP-^---ata::v:=
�Sami = cbara r E
OTHER VEGETATTiE COVERS - TYPE (S) A\7, RATE (S' OF APPL::ATIO\ DI CLL'DNO
SEEM* SCHEDULE (poardi. acre- trees. acre. spacme of trees sbtnbs. etc):
D== rec:aa's m a zvmv poaairar = cm be =2,jW from F.A\iT Seed: •^'^m' ms axocrosa seo :s :s pra-.ss
wad xu
F et'etet,n°m =:i or reforestmou pin approm dby :
S ttarue Due 12-0&21
Prm Name CAVO R WEST
TWe SR. LANDSCAPE ARCHITECT; RLA NORTH CAROLINA *2078
AteacY HDR. INC
2 HORIZONTAL TO 1 VERTICAL OF FINAL SLOPES
;OLIDATE
ETY BEN(
30m
1 m TYP.
TYPICAL PIT CROSS SECTION
N.T.S.
(D
0
0
L
Z
N
J
J
O
O
M
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laws of the Statp
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�l,t.�:�-/lam :� %, .!�fCi t N�•�- �.r� �ti:
(Signature) '�,fbjl1�� t,■� 02CO-008
Date: 06/07/2022 �tGf%ft+Pf4t t i■�''�

INSET Q
SK55
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
809.0 0.00 0.0 0.0 0.0 0.21 9119.9
810.0 0.21 346.8 9364.0 70047.3 0.23 9907.6
811.0 0.45 722.9 19519.4 146015.4 0.25 10701.8
SK56
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
789.0 0.00 0.0 0.0 0.0 0.07 2976.4
790.0 0.07 116.3 3139.5 23485.1 0.08 3511.0
791.0 0.16 252.6 6819.3 51012.2 0.09 4058.4
SK57
Water Elev Storage Acre Ft Storage CY Storage CIF Storage GALLON Area Acres Area S.F.
771.0 0.00 0.0 0.0 0.0 0.19 8283.4
772.0 0.20 318.9 8611.2 64416.5 0.21 9349.2
773.0 0.42 677.6 18296.0 136863.3 0.24 10424.0
SK61
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
763.0
0.00
0.0
0.0
0.0
0.03
1519.1
764.0
0.04
61.0
1647.5
12324.4
0.04
1942.5
765.0
0.09
138.5
3739.7
27974.9
0.06
2422.4
765.5
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4967.1
37156.5
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1000
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ORIGINAL GROUND
700
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00
INSET R
SK52
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
855.0 0.00 0.0 0.0 0.0 0.20 8895.4
856.0 0.21 338.4 9138.1 68358.1 0.22 9676.3
857.0 0.44 705.9 19058.7 142568.9 0.24 10459.4
SK53
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
855.0 0.00 0.0 0.0 0.0 0.20 8897.3
856.0 0.21 338.4 9138.1 68358.0 0.22 9676.6
857.0 0.44 705.9 19058.7 142569.3 0.24 10459.8
SK54
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
823.0 0.00 0.0 0.0 0.0 0.20 8899.9
824.0 0.21 338.4 9137.9 68356.3 0.22 9678.6
825.0 0.44 705.9 19058.5 142567.5 0.24 10460.8
Culverts
for Screening Berms
C-20 thru C-23
SEE THE SEDCAD 4 FLOW CALCULATIONS
Flow
(FILE
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NAMES'. DA09 thru DA108 prawns -t 25 YR-4
DA1091M1ru DA1 18 preconstrucl_25 YR.s W )
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HEADWATER DEPTH FOR
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TYPICAL EAST PIT BACKFILL CROSS SECTION B-B'
Scale: 1" = 100'
INSET S
SK50
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
965.0 0.00 0.0 0.0 0.0 0.11 4644.1
866.0 0.11 178.9 4830.3 36133.4 0.12 5225.9
966.5 0.17 276.5 7465.3 55844.5 0.13 5517.7
SK51
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
873.0 0.00 0.0 0.0 0.0 0.20 8898.1
874.0 0.21 338.4 9138.1 68357.7 0.22 9673.5
875.0 0.44 705.9 19058.7 142568.8 0.24 10458.4
MIE - RATE OF APPLICATiO\ (tarns acre):
Bata 4T L•=xt me ca sak aaa m be caa&w d b5- f=.-e cca: azor. •sxr: sr. m .a: of :a:: W applr:.OW3.0001baam eo
cor:4-msalad%oil&=d4.00MA0Cmz=om5or'rce soi:aL: RamcEa Lcaeca ocoes:codadbrl�lXAEQ�KEtomas
aad Ssd••oatit Came: Pbamg atad Doug Niza l - C *or 6
FERTILIZER - A\ALYS:S AA'O RATE OF APPLICATION (poem& acre):
Bares appbmcu as at 2a0s ost to bo caadsrudb; fsz:za cmmaxbaovvw. m:ian*f wds art appP r a 10.10.10 Cade hr a&=
as `OC-:.OdO b acre, a :nb :t:aa od smalr itcr.'-.c eaio aad xe Rua of appbaom i000esaodlad b�• t3o v:'DLQ ?IC izowo
and calve: -j==ff and 6
SEED - ME{S) AND RATE(S) OF APPLKATIO\ 2 CLC.'DD G YEAR-ROUND SEEM*
SCi;FD;U (poucds acrc): (\OTE: Iac u3e Lertme>]
Seed Tunes- Seedinr Dates- Seedier Rues-
ptrumm Sad
`C %mp Slope M= PIDWX-3101
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bmodh• as pm -dos food aad cmw .'c nis5o :It: sood . ra z= bs EsreirAd E.-= DL\ST Sea&
\ss• Er*= ix Say \Sa 1's -1111:: a sroaxn ==, sod mweaeas =x I' s a pas-- = aaaad v =x
fa =14-la cv ac and po_a=cr hibat m &---bW uw. r=; and sa as be pcc's, ad L,= EMN ST Sw&
Zi\-1S:1 is a :rasp •Lop.== Tbo am:o cut and fab :Fwv. tcterra FOOL
sah tp 5�d O:opaaMLsid Sa1ocs'dm idrs&sui�pF _} aadpss�. peal
m"
sw spp ). btu c: zba:: spats: T=•: iwdma cut bepwcllad'--= M-ST Sspd
t-.e '•jjc ' nh C _ x�v.•�f{F�RLti1i�•1 Sl•" is a scoop siopla c= Li o tloa ad�ya_z�e� acre rm m a sae
d$®Li ,=d wit( h7tii� •L,U wp) bOtbdlra &3M JOfSiIIS10S TOO".
Ssads
MICH - ME A6`C R-1l _ C:F A;PUCAHCfi1 Imuk acre i .VC NXW.0.o OF A\X'MY 'Z:
A,F_cacxati rxs: e �c4aa x:aar ihZ be+:?10 bs Km On lass tb= 3 . slops: tacit is acengmnd On dopers 31 a Fes. tads
`• sue++•,_ `�r �^wd Rato of appcatxa nca�dad bl• c'so �C�ECc :JC Esosim sod Ssd.•maer Cooed Rr�lt a� Dw:�
OTHER VEGETATT%E COVERS - TYPE (S) AND RATE (S) OF APPLICATIO\ DXLL'DNG
SEEDLZG SCHEDULE I,parcds acre. trees acre. sp3cmP oftreesM srbs. etc):
D7mg tac:amaaea a z=vs pe•_ates _•_ cr be -1-4 6= EM5T See& *-6- do oaaaioaiad aeo fs it pa wu�v
sssd =
Reveeennon =d or :elfore�stanoc� plan appm-ed by:
S exarrre Y 0A-
pas N-=e DAVID H. WEST
Tide SR. LANDSCAPE ARCHITECT. RLA NORTH CAROLINA #2076
Aiezcv HDR.INC.
PROPOSED BACKFILL
20+00 21+00 22+00 23+00 24+00 25+00
1000
.,ME
700
26+00
1 hereby certify that this document was ,�CAtI
prepared by me or under my direct personal r,
supervision and is correct to the best of my O�:'o� 55t0+ 1
knowledge and belief and that I am a duly �: � SEAL � :7
licensed Professional Engineer under the = = 048820 _
laws of the Stat ofI Nor'th/ Carolina.
(Signature)
Date: 06/07/2022 7y/Lt GtJha'r'ma�►■+'
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02C0-D004
SCALE 1"_ 1 ••'

X
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T ITCH NO. 26 x FLUME
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PLAN VIEW: SEDIMENT BASIN NO. 10
FLOAT
SCALE: 1" = 50'
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
OR ARM)
HOSE
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
-I i-I i GRATE WATER DISCHARGE OPENING PIPE
HIIH (MINOR STORM EVENT)
TOP VIEW -� I I I I - - FLOAT
FLEXIBLE HOSE MUST BE
�VC VENT PIPE I I STORM WATER SECURELY FASTENED TO
THE WATER QUALITY
DISCHARGE DISCHARGE OPENING
- ' OPENING_
OUTLET PIPE
I I
LEXIBLE HOSE
H L = 1.4 X DEPTH
TO THE OVERFLOW
I ; I MINIMUM LENGTH APPLIES
ATER ENTRY UNIT ( I
�: ;�--- SCHEDULE 40 PVC PIPE
III�� � I II -III III III-III-III-III-III-III-III-III-III-1 (BARREL OR ARM)
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
WWW. FAIRCLOTHSKI MMER. COM
STRUCTURE TELEPHONE: (919) 2
FAX: [phone]
EMAIL: WARREN OFAI RCLOTHSKIMM ER. COM
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1
58.47 ft.
0*1.g2 66. Freeboard
2
2
52.00 ft.
Channel Design (Non -Erodible)
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Discharge: 62.83 cfs
Right Side Slope 2.00:1
Depth of Flow: 0.62 feet
Base Dimension: 52.00
Velocity: 1.91 fps
Wetted Perimeter: 54.76
Channel Lining: Grouted Rock Rip Rap
Area of Wetted Cross Section: 32.88
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
Channel Type: Trapezoidal, Equal Side Slopes
Skimmer Design - Sediment Basin SB-10
Dimensions: Left Side Slope 2.00:1
N.T.S.
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.76
24.68 ft. ff 1 Area of Wetted Cross Section: 3.46
1 1 0.17 tft. F board
Channel Slope: 50.0000
2 20.00 ft.
Manning's n of Channel: 0.0175
2
Discharge: 62.85 cfs
Depth of Flow: 0.17 feet
Velocity: 18.18 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 813.29
850 Q25 HWD EL. 816.88 NORMAL POOL EL. 815.88
OUTLET PROTECTION CREST 819.50 SKIMMER
1 �I �- 14 ft.
- -
800 BOTTOM EL. 810.00
PRINCIPLE SPILLWAY CLASS B STONE
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 64 FT OF 36" CMP
750
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section A -A'
Scale: 1" = 50'
50% CLEAN OUT EL. 813.29
850 Q25 HWD EL. 816.88
CREST 819.50 t
•11
NORMAL POOL EL. 815.88 850
800 BOTTOM EL. 810.00
0+00 0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
14 FT ACCESS
CREST EL. 819.50 800
2+00 2+50
Required Drawdown Time
3
days
Drawdown Rate
51,840
cf/day
Skimmer Size
6
in
Head on Skimmer
0.417
ft
Calculated Orifice Size
3.404
in
Orifice Diameter (1/4 inch increments)
2.75
in
Actual Dewatering Time
3.06
days
Required Volume
34,516
cf
850
*
750
4+00 4+50 5+00
SEDIMENT BASIN NO. 10 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
79.9200 cfs
Water Surface Elevation:
816.88 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 10
Principle Spillway, Drop Pipe
Riser Top Elev:
815.88 ft
Riser Base Elev:
810.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
64.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
812.21 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
79.92 cfs
RISER DETAILS 14 ft.
TRASH RACK
EL. 819.50
SKIMMER 1' FREEBOARD
NORMAL POOL EL. 815.88
EXISTING GRADE---,�
50% CLEANOUT EL. 813.29
4' X 4' X V CLASS B STONE 1
BOTTOM OF POND EL. 810.00-/
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 817.88
1' FREEBOARD MIN.
2
I 1 F
72" SOI E I
CONCRETE
RISER
n 36" DIA BARREL CMP
a
Q ° ° ° ° °O °
d ° °
d ° °
• ° ° ° ° d
° d °
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
ELEVATION VIEW
72" SQUARE CONCRETE RISER
°X
°
d °°
a
d a
a
e < °
N.T.S.
PLAN VIEW
N.T.S.
ANTI -FLOTATION BLOCK (IF APPLICABLE)
FILL MATERIAL
Stage Storage Curve
SB-10
820.00
818.00
816.00
814.00
812.00
0)STRUCTURE
Y (817.88)
810.00
0.00
0.90
1.80
2.70
3.60
4.50
Accumulative
Storage (Acre -Ft)
Storage volume computations
SB-10
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
810.00
N/A
N/A
0.3091
811.00
N/A
N/A
0.3407
0.3249
1.00
0.3191
0.3191
1.00
812.00
N/A
N/A
0.3722
0.3564
1.00
0.3507
0.6699
2.00
813.00
N/A
N/A
0.4046
0.3884
1.00
0.3826
1.0525
3.00
813.29
N/A
N/A
0.4141
0.4094
0.29
0.1168
1.1693
3.29
814.00
N/A
N/A
0.4379
0.4213
0.71
0.2984
1.4677
4.00
815.00
N/A
N/A
0.4722
0.4550
1.00
0.4489
1.9166
5.00
815.88
N/A
N/A
0.5031
0.4876
0.88
0.4291
2.3457
5.88
816.00
N/A
N/A
0.5073
0.4897
0.12
0.0543
2.4000
6.00
817.00
N/A
N/A
0.5434
0.5253
1.00
0.5189
2.9189
7.00
817.88
N/A
N/A
0.5759
0.5596
0.88
0.4925
3.4114
7.88
818.00
N/A
N/A
0.5803
0.5619
0.12
0.0627
3.4741
8.00
819.50
N/A
N/A
0.6304
0.6054
1.50
0.9034
4.3775
9.50
r rl JTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
Height = Say 6'
Weight = 15,220 lb
2
1 Where:
Riser Weight = 15,220 lb
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
\\ \\ \ \ \ Structure Weight = 15,220 lb + 3675 lb = 18895 lb
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
STABILIZED OUTLET
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 lb > 13,478.4 lb x 1.25
18895 lb > 16,848 lb
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
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I hereby certify that this document was ';�> •CARO,,,,
prepared by me or under my direct personal,
supervision and is correct to the best of my Q ; •�FESrp • " i
knowledge and belief and that I am a duly SEAL v� =-7
licensed Professional Engineer under the 048820 = SHEET NUMBER
laws of the State of North Carolina.
(Signature) rl+j! $1�,�+`�
Date: 06/07/2022 II a(.,�` 02CO-DO05

k\
\X
k
/OU' t-ETPROTECTION
\
EMERGENCY SPILLWApY
LEVEL CONTROL SECTION EL. = 852.30 wN
PRINCIPLE SPILLWAY 72" SQUARE / O
CONCRETE RISER W/ TRASH RACK k
AND 304 FT OF 30 IN. CMP /
x
950
CO
QS_ Ix
p
CREST OF POND
EL. 854.00 �
I / �
500% CLEAN OUT EL. 848.39
4-D i I
NORMAL POOL EL. 850.30 \
SKIMMER \
/ A --$�
BOTTOM OF POND EL. 846.00
POROUS BAFFLES (TYP.) 8 6 8
SLOPE DRAIN Zh'
/ �(91,
\ DITCH DA-86 \
� F F
B
CLEAN WATER DITCH DA-88 /
PLAN VIEW: SEDIMENT BASIN NO. 17
SCALE: 1" = 50'
900
OUTLET PROTECTION
EXISTING GROUND
50% CLEAN OUT EL. 848.39
Q25 HWD EL. 851.30
PRINCIPAL SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 304 FT OF 30 IN CMP
800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A'
Scale: 1" = 50'
900 50% CLEAN OUT EL. 848.39
Q25 HWD EL. 851.30 NORMAL POOL EL. 850.30
EXISTING GROUND
850 CREST 85 20 ft.
BOTTOM EL. = 846.0
800
0+00
0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
2'���
JTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
950
900
NORMAL POOL EL. 850.30
SKIMMER
BOTTOM EL. 846 0
CLASS B STONE
3+00 3+50
800
4+00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
26.81 ft.
1
2 �- 20.00 ft.
FLOAT
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 23.14
Area of Wetted Cross Section: 15.01
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 30.22 cfs
Depth of Flow: 0.70 feet
Velocity: 2.01 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
OR ARM)
HOSE
_L
1.00ft. Freeboard
ft.
1�
2
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
19.98 ft.
15.00 ft.
1 T.�04ftf-Freeboard
2 T
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 15.00
Wetted Perimeter: 16.09
Area of Wetted Cross Section: 3.78
Channel Slope: 6.1200
Manning's n of Channel: 0.0175
Discharge: 30.22 cfs
Depth of Flow: 0.24 feet
Velocity: 8.00 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
WATER DISCHARGE OPENING
- III III
I H �..
I I-�H I GRATE (MINOR STORM EVENT) PIPE
TOP VIEW III _ LOAT
FLEXIBLE HOSE MUST SECURELY FASTENED TO
BE
VC VENT PIPE I I ; STORM WATER THE WATER QUALITY
-I DISCHARGE DISCHARGE OPENING
OUTLET PIPE
OPENING
-
-_
LEXIBLE HOSE
H
L = 1.4 X DEPTH
TO THE OVERFLOW
I-
MINIMUM LENGTH APPLIES
WATER ENTRY UNIT (
I
�; '�---
SCHEDULE 40 PVC PIPE
III
'
II
u II -III -III
(BARREL OR ARM)
III-III-III-III-III-III-III-III-IIIfI
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
EAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FAIRCLOTH & SON INC.
WWW. FAI RCLOTH SK I M M E R. COM
STRUCTURE TELEPHONE: [phone]
FAX: [phone]
EMAIL: WARREN OFAIRCLOTHSKI MMER. COM
RISER DETAILS 14 ft.
TRASH RACK
EL. 854.00
900 SKIMMER
1 VFREEBOARD
NORMAL POOL EL. 850.30
850 EXISTING GRADE--,,,
50% CLEANOUT EL. 848.39
4' X 4' X V CLASS B STONE
800
2+50 3+00 3+50
N.T.S.
iY
BOTTOM OF POND EL. 846.00
72" SQUARE CONCRETE RISER
Skimmer Design - Sediment Basin SB-17
854.00
852.00
[:M:11111
Stage Storage Curve
SB-17
EMERGENC
TOP OF
(854.00)
SPILLWAY (852.30)
PRINCIPAL SPILLWAY
(850.30)
CLEAN OUT LEVEL
(848.39)
STRUCTURE
846.00
0.00
0.40
0.80
1.20
1.60
2.00
Accumulative
Storage (Acre -Ft)
Storage volume computations
SB-17
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
-
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
846.00
N/A
N/A
0.1480
847.00
N/A
N/A
0.1678
0.1579
1.00
0.1541
0.1541
1.00
848.00
N/A
N/A
0.1879
0.1778
1.00
0.1741
0.3282
2.00
848.39
N/A
N/A
0.1960
0.1920
0.39
0.0753
0.4034
2.39
849.00
N/A
N/A
0.2086
0.1983
0.61
0.1190
0.5225
3.00
850.00
N/A
N/A
0.2300
0.2193
1.00
0.2152
0.7377
4.00
850.30
N/A
N/A
0.2366
0.2333
0.30
0.0700
0.8077
4.30
851.00
N/A
N/A
0.2521
0.2410
0.70
0.1669
0.9746
5.00
852.00
N/A
N/A
0.2748
0.2634
1.00
0.2592
1.2337
6.00
852.30
N/A
N/A
0.2818
0.2783
0.30
0.0835
1.3172
6.30
853.00
N/A
N/A
0.2983
0.2865
0.70
0.1987
1.5159
7.00
854.00
N/A
N/A
0.3187
0.3085
1.00
0.3062
1.8221
8.00
Required Drawdown Time
3
days
Drawdown Rate
20,109
cf/day
Skimmer Size
4
in
Head on Skimmer
0.333
ft
Calculated Orifice Size
2.242
in
Orifice Diameter (1/4 inch increments)
2
in
Actual DewateringTime
3.38
days
Required Volume
18,036
cf
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 852.30
00000001- El
1' FREEBOARD MIN.
ILIE
I I � 2
I I 1 F
I I
I I
I I
72" SQUARE
j CONCRETE j \
R4 OOR I ISE30" DIA BARREL CMPNNW
---------------I \��\� \� \��\\ ���\��\
° ° ° d a
d < <
° a ° ° da ° d a
a
ELEVATION VIEW ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
N.T.S.
PLAN VIEW
N.T.S.
-,AbLt)
SEDIMENT BASIN NO. 17 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
34.9664 cfs
Water Surface Elevation:
851.30 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: SEDIMENT BASIN
17, Drop Pipe
Riser Top Elev:
850.30 ft
Riser Base Elev:
846.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
304.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
847.50 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
34.97 cfs
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
�1
72" Square Concrete Riser
Height = Say 4'
Weight = 11,320 Ib
Where:
Riser Weight = 11,320 Ib
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
STABILIZED OUTLET Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 Ib
Structure Weight = 11,320 Ib + 3675 Ib = 14995 Ib
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 144 ft' x 62.4 Ib/ft3 = 8985 Ib
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
14995 Ib > 8985 Ib x 1.25
14995 Ib > 11,231 Ib
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1. Portland cement concrete (type II recommended) for the inlet base shall have a minimum compressiv
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strength of 4,000 psi.
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2. Where corrugated aluminum or aluminized steel pipe is used, all areas where
the pipe is to be in cant
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concrete shall be painted with a black bituminous enamel paint.
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I hereby certify that this document was
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prepared by me or under my direct personal
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supervision and is correct to the best of my
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knowledge and belief and that I am a duly a SEAL :F
licensed Professional Engineer under the
laws the State North Carolina.
= = 048820 =
SHEET
NUMBER
of of
(Signature)
�'�,�/ $ ��`'
Date: 06/07/2022
•��
02C0-D006

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SHEET NUMBER
02CO-EO04

WASTE ROCK PILE
ACCESS
AD
POROUS BAFFLES (TYP.)
BOTTOM OF POND
EL. 870.00
1 �
n
CREST EL. 880.00
POND ACCESS ROAD SLOPE DRAIN
50% CLEAN OUT EL. 874.26
X_X-X
X-X-X-X
NORMAL POOL EL. 877.45
X-X_X_�-
X-X-X-X
---- _ EMERGENCY S ILLWAY
LEVEL CONTROL SECTION L. 878.45
PLAN VIEW: SEDIMENT BASIN NO. 8
•11
850
800
0+00
:30" CMP
2'
SCALE: 1" = 50'
50% CLEAN OUT EL. 874.26 SKIMMER
FUTURE 20 FT. BENCH NORMAL POOL EL. 877.4
900 Q25 HWD EL. 878.45
�I I� 141 C R
2' - - T. 1 0
BOTTO EL.870.0
850
CLASS B STONE
14 FT ACCESS RD.
CHANNEL
EXISTING GROUND
800
0+00 0+50 1+00 1+50 2+00
Cross Section A -A'
50% CLEAN OUT EL. 874.26
Q25 HWD EL. 878.45 _1
Scale: 1" = 50'
NORMAL POOL EL. 877.45
BOTTOM EL. 870.0
0+50 1+00 1+50 2+00 2+50
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL-\
� `)TOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
IL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
PCS
te
PRINCIPLE SPILLWAY 7,W'-S UARE
CONCRETE RISER fRASH RACK
AND 46 FT OF 30 I1CMP
X
i
.5 ST-105
OUTLET PROTECTION /
MINE PERMIT BOUNDARY
VEGETATED EXIT CHANNEL
EMERGENCY SPILLWAY
CHUTE SECTION
L
(a
c
5 m
25 ft. }
E 900
d
EST 880.0
1%
OUTLET PROTECTION 850
(SEE SHEET 34 OF 34)
:I1I1;
2+50 3+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 46' FT OF 30" CMP
900
14 FT ACCESS
CREST EL. 850.00
14 ft.
850
EXISTING GROUND
FLOAT
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1
2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 50.00
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
24.5884
50.00 ft.
Wetted Perimeter: 52.45
Area of Wetted Cross Section: 27.97
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
55ff �
1 1 01.00tft. Freeboard
2 20.00 ft. 2
\TER ENTRY UNIT
TH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
2EL OR ARM)
BLE HOSE
0*nbt.� board
2
Discharge: 49.39 cfs
Depth of Flow: 0.55 feet
Velocity: 1.77 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
SEDIMENT BASIN NO. 8 PRINCIPLE SPILLWAY
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Outflow
Right Side Slope 2.00:1
Base Dimension: 20.00
Total Discharge:
50.3563 cfs
Water Surface Elevation:
878.45 ft
Wetted Perimeter: 20.66
Tailwater Elevation:
0.00 ft
Area of Wetted Cross Section: 2.99
Detention Base Elevation:
0.00 ft
Channel Slope: 50.0000
Outlet #1: Sediment Basin 8 Principle Spillway, Drop Pipe
Manning's n of Channel: 0.0175
Riser Top Elev:
877.45 ft
Discharge: 49.36 cfs
Riser Base Elev:
870.00 ft
Depth of Flow: 0.15 feet
Riser Diameter:
72.00 in
Velocity: 16.53 fps
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Channel Lining: Grouted Rock Rip Rap
Culvert Length:
46.00 ft
Freeboard: 1.00 feet
Culvert Diameter:
30.00 in
Culvert Invert In:
874.62 ft
Culvert Friction Coefficient:
0.02
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
WATER DISCHARGE OPENING
IIIPIPE
�� H -I I� H GRATE (MINOR STORM EVENT)
TOP VIEW -II III - FLOAT
117117110111011110171 FLEXIBLE HOSE MUST BE
PVC VENT PIPE I I STORM WATER SECURELY FASTENED TO
THE WATER QUALITY
DISCHARGE DISCHARGE OPENING
OPENING
OUTLET PIPE � ' _
' - LEXIBLE HOSE
H L = 1.4 X DEPTH
TO THE OVERFLOW
I- MINIMUM LENGTH APPLIES
ATER ENTRY UNIT ! I ;i SCHEDULE 40 PVC PIPE
II (BARREL OR ARM)
____
III�� � _ 11=III-III III-III-III-III-III-III-III-III-III-1
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
WWW. FAI RCLOTH SK I M M ER. COM
STRUCTURE TELEPHONE: [phone]
FAX: [phone]
EMAIL: [e-mail]
SKIMMER
800
3+00 3+50 4+00 NORMAL POOL EL. 877.45
EXISTING GRADE
N.T.S.
4' X 4' X V CLASS B STONE
Culvert Entrance Loss Coefficient: 0.90
Discharge: 50.36 cfs
Skimmer Design - Sediment Basin SB-8
Required Drawdown Time
3
days
Drawdown Rate
20,109
cf/day
Skimmer Size
4
in
Head on Skimmer
0.333
ft
Calculated Orifice Size
2.242
in
Orifice Diameter (1/4 inch increments)
2.25
in
Actual DewateringTime
3.04
days
Required Volume
20,520
cf
880.00
879.00
878.00
877.00
J 876.00
07
0 875.00
CZ
>
a)
W 874.00
873.00
872.00
871.00
870.00
Stage Storage Curve
SEDIMENT BASIN NO. 8
EMERGENCY SPI LWAY (878.45)
PRINCIPA SPILLWAY (877.45
0.00
0.80
1.60 2.40 3.20
4.00
4.80
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 8
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
-
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
870.00
N/A
N/A
0.2648
-
871.00
N/A
N/A
0.2922 0.2785 1.00
0.2734
0.2734
1.00
872.00
N/A
N/A
0.3194 0.3058 1.00
0.3008
0.5742
2.00
873.00
N/A
N/A
0.3473 0.3333 1.00
0.3283
0.9025
3.00
874.00
N/A
N/A
0.3759 0.3616 1.00
0.3564
1.2589
4.00
874.26
N/A
N/A
0.3836 0.3797 0.26
0.0988
1.3577
4.26
875.00
N/A
N/A
0.4053 0.3906 0.74
0.2864
1.6442
5.00
876.00
N/A
N/A
0.4354 0.4203 1.00
0.4148
2.0590
6.00
877.00
N/A
N/A
0.4660 0.4507 1.00
0.4451
2.5041
7.00
877.45
N/A
N/A
0.4801 0.4731 0.45
0.2129
2.7170
7.45
878.00
N/A
N/A
0.4974 0.4817 0.55
0.2631
2.9801
8.00
878.45
N/A
N/A
0.5107 0.5040 0.45
0.2268
3.2069
8.45
880.00
N/A
N/A
0.5564 0.5269 1.55
0.8212
4.0282
10.00
Channel Design (Non -Erodible)
EXIT CHANNEL DETAIL Channel Type: Trapezoidal, Equal Side Slope
N.T.S. Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
26.3152 Wetted Perimeter: 22.59
58g f Area of Wetted Cross Section: 12.25
K6 1 0 ,ft. Freeboard
Channel Slope: 1.0000
2 2 Manning's n of Channel: 0.0245
20.00 ft.
Discharge: 49.38 cfs
Depth of Flow: 0.58 feet
Velocity: 4.03 fps
Channel Lining: Vegetated
Freeboard: 1.00 feet
RISER DETAILS 14 ft.
TRASH RACK
EL. 880.00
1'FREEBOARD
50% CLEA
BOTTOM OF POND EL. 870.00-/
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 878.45
no lonDE-1
1' FREEBOARD MIN.
I I � 2
I I E 1 F
I I
CONCRETE I
874.26 RISER
F , 30" DIA BARREL CMP
°
d
d
ELEVATION VIEW ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
N.T.S.
72" SQUARE CONCRETE RISER
PLAN VIEW
N.T.S.
......, ,,.ABLE)
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
Height = Approximately 8'
2 Weight = 19,120 lb
1
Where:
Riser Weight = 19,220 lb
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
Structure Weight = 19120 lb + 3675 lb = 22795 lb
STABILIZED OUTLET Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 17971.2 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
22795 lb > 13,478.4 lb x 1.25
22795 Ib > 22,464 lb
NOTES
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1. Portland cement concrete (type II recommended) for the inlet base
Q
J
shall have a minimum compressive strength of 4,000 psi.
a
2. Where corrugated aluminum or aluminized steel pipe is used, all
0 (n
areas where the pipe is to be in contact with concrete shall be painted with
W a
a black bituminous enamel paint.
a ('
1�1111i!!/1
I hereby certify that this document was 1�•cA�i��'-,
prepared by me or under my direct personal '� �, .,
supervision and is correct to the best of my Q ; •flFSSrp,.r i
v� -7
knowledge and belief and that I am a duly SEAL =
licensed Professional Engineer under the :: g4gg20 =
Stateof Carolina.
SHEET NUMBER
laws of the North
���. P •;
GIN
(Signature) �'� • 1�,�+`�
Date: 06/07/2022 till&.,,'+
02CO-EO05

FLOAT
TOP VIEW
PLAN VIEW: SEDIMENT BASIN NO. 9
SCALE: 1" = 50'
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
REL OR ARM)
IBLE HOSE
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
GRATE WATER DISCHARGE OPENING PIPE
(MINOR STORM EVENT)
FLOAT
FLEXIBLE HOSE MUST BE
- - SECURELY FASTENED TO
VENT PIPE I STORM WATER THE WATER QUALITY
DISCHARGE FDISCHARGE OPENING
-I OPENING
� I
OUTLET PIPE _
I i
,
TER ENTRY UNIT
IBLE HOSE
L = 1.4 X DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. AIRCL TH I SON INC.
WWW. FAIRCLOTHSKI MM ER. COM
STRUCTURE TELEPHONE: [phone]
FAX: [phone]
EMAIL: [e-mail]
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
27.7276
1 L
2
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 24.17
1.00ft. Freeboard
Area of Wetted Cross Section: 20.37
0.93 ft.
Channel Slope: 0.1000
Manning's In of Channel: 0.0175
Discharge: 48.83 cfs
Depth of Flow: 0.93 feet
Velocity: 2.40 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL Channel Design (Non -Erodible)
CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
N.T.S. Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
15.74 ft. Wetted Perimeter: 11.95
0.44 ft. Area of Wetted Cross Section: 4.74
1 1 1.00ft. Freeboard
T Channel Slope: 18.0000
2 2 I Manning's n of Channel: 0.0330
10.00 ft.�
Discharge: 48.83 cfs
Depth of Flow: 0.44 feet
Velocity: 10.31 fps
Channel Lining: Grouted Rock Rip -Rap
Freeboard: 1.00 feet
900 50% CLEAN OUT EL. 853.41
Q25 HWD EL. 857.07
SKIMMER
CREST 860.0 14 ft.
850 2N
L OUTLET PROTECTION
(SEE SHEET 34 OF 34)
800
0+00 0+50 1+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 63 FT OF 30" CMP
50% CLEAN OUT EL. 853.41-
900
Q25 HWD EL. 857.07
S B STONE
NORMAL POOL EL. 856.07
J
BOTTOM EL. 850.0
1+50 2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
NORMAL POOL EL. 856.07
14 FT ACCESS 900
r CREST EL. 860.00
850
BOTTOM EL. 850.0
800
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
SKIMME
NORMAL POOL EL. 856.07
EXISTING GRADE
50% CLEANC
4' X 4' X V CLASS B STONE 1
21
850
800
2+50
TRASH RACK
BOTTOM OF POND EL. 850.00-/
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
•11
850
800
3+50
Skimmer Design - Sediment Basin SB-9
Required Drawdown Time
3
days
Drawdown Rate
20,109
cf/day
Skimmer Size
4
in
Head on!
0.333
ft
Calculated Orifice Size
2.242
in
Orifice Diameter (1/4 inch increments)
2.25
in
Actual Dewatering Time
3.17
days
Required Volume
1 2 1,3 66
cf
SEDIMENT BASIN NO. 9 PRINCIPLE SPILLWAY
Alm on"TA
Total Discharge:
50.1905 cfs
Water Surface Elevation:
857.07 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 9 Principle Spillway, Drop Pipe
Riser Top Elev:
856.07 ft
Riser Base Elev:
850.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
63.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
853.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
50.19 cfs
RISER DETAILS 1 14 ft.
EL. 860.00
V FREEBOARD
EMERGENCY SPILLWAY DEPTH f EMERGENCY SPILLWAY EL. 858.0
V FREEBOARD MIN.
I I 2
I I Fzz
I I
CONCRETE I
RISER �\ \
1 6.07' 1
I I
I 1
1 \
as °
d a
• d < ° a
a °
� ° dd a ° d ° 1
ELEVATION VIEW
N.T.S.
011
01171❑0
0❑❑°❑❑❑10100110❑°❑0
1" 30" DIA BARREL CMP
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
72" SQUARE CONCRETE RISER ANTI -FLOTATION BLOCK (IF APPLICABLE)
d '
a
° ° • a a
a
°
° ° a
°
° 6-0" 7'-0"
da °°
°
° BARREL CMP
° ° d <
d d ° ° °
a °
a °a ° °a ° A.
N.T.S.
Stage Storage Curve
SEDIMENT BASIN NO. 9
860.00
858.00
J 856.00
0
>
W 854.00
2
71
852.00
850.00
0.00
0.70
1.40 2'10 2.80
3.50
4.20
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 9
-
ELEV.
Width
LENGTH
AREA AVG. INTERVAL STORAGE
ACC.
-
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
850.00
N/A
N/A
0.2370
851.00
N/A
N/A
0.2600 0.2485 1.00
0.2442
0.2442
1.00
852.00
N/A
N/A
0.2838 0.2719 1.00
0.2676
0.5118
2.00
853.00
N/A
N/A
0.3090 0.2964 1.00
0.2917
0.8035
3.00
853.41
N/A
N/A
0.3197 0.3144 0.41
0.1275
0.9310
3.41
854.00
N/A
N/A
0.3354 0.3222 0.59
0.1899
1.1208
4.00
855.00
N/A
N/A
0.3626 0.3490 1.00
0.3440
1.4649
5.00
856.00
N/A
N/A
0.3905 0.3766 1.00
0.3714
1.8363
6.00
856.07
N/A
N/A
0.3925 0.3915 0.07
0.0274
1.8637
6.07
857.00
N/A
N/A
0.4191 0.4048 0.93
0.3721
2.2358
7.00
858.00
N/A
N/A
0.4484 0.4338 1.00
0.4284
2.6642
8.00
858.07
N/A
N/A
0.4503 0.4494 0.07
0.0315
2.6957
8.07
860.00
N/A
N/A
0.5037 0.4761 1.93
0.9153
3.6110
10.00
FILL MATERIAL
r ri JTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r 2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
Height = Approximately 6'
Weight = 15,220 lb
Where:
Riser Weight = 15,220 lb
\� \�
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
STABILIZED OUTLET Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 lb > 13,478.4 lb x 1.25
18895 lb > 16,848 lb
Z _
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NOTES Z W a
1. Portland cement concrete (type II recommended) for the inlet base 0 Z
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all 0
areas where the pipe is to be in contact with concrete shall be painted with LU a
a black bituminous enamel paint. a
i)111i!!/1
I hereby certify that this document was .,*';�1�•CAFip�'�,
prepared by me or under my direct personal �,
supervision and is correct to the best of my Q ; •flFSrp,•r i
knowledge and belief and that I am a duly SEAL
licensed Professional Engineer under the 048820 = SHEET NUMBER
laws of the State of North Carolina.
(Signature) �'�l+j!
Date: 06/07/2022 �(� �� „■■''�t 02CO-EO06

AERIAL VIEW
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02CO-F001

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SHEET NUMBER
02CO-F002

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SHEET NUMBER
02CO-F003

AERIAL VIEW
0 100 200 300,/cAb STRUCTURE #15, SVS #1
Sq. Feet' /
Acres /
� 5.98 /
/
SCALE 1 "=100'W
C
EDCA S RU TU E# 3, SWS-#ll \\ \\ \\ \\\\ STREAM CROSSING NO 1
9.52 Acres N o Stream Impacts)
acts
Q\ \ I I I 9Q2Sq�eS
I 414607 Sq. Felt ( \
= 29.34 \ \ \ 1 1 1 \ \\ , � \� \\ I I I I I I I I III I I i/ Q =.9 \\ i �- / /'l l l l I► I I_ \ \\ \ ill I I I\ \� �\ �� \ k\ I I I I I I I I 1 a
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7.61 Acres I / �% /C
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02C0-G004

EMERGENCY SPILLWAY
CHUTE SECTION
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. = 812.28
---------------
B
i
j
/ o ,,7LET PROTECTION
PRINCII*E SPILLWAY
72" SQ. RISER W/ TRASH RACK /
AND 65 FT/ ­OF 36 IN. CMP N $3/
� I � NC } CS
TEMPORARIX ASIN / /
ACCESS`kOAD�
81-- r° 1b
SKIMMER /
O ti TOP OF BERM
POROUS BAFFLES (TYP.)
fZZ ` o
f
/ 5
/ OUTLE
CONCENTRATEPLANT/-
CONVERSION PLANT CONVEYOR
ACCESS ROAD NO. 1 /
i
T
NORMAL POOL EL. 811.18
/
0% CLEAN OUT EL. 807.79 /
PROTECTION
SUMP W/ CULVERT (C-17)
DITCH NO. 4 10
le
FLUME,
A
- 41
PLAN VIEW: SEDIMENT BASIN NO. 1
SCALE: 1" = 50'
850 NORMAL POOL EL. 811.18
EXISTING GROUND SKIMMER
50% CLEAN OUT EL. 807.79
Q25 HWD EL. 812.28
14 ft.
800
BOTTOM EL. 803.5
CENTERLINE CUTOFF TRENCH CLASS B STONE
750
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section A -A'
Scale: 1" = 50'
850
Q25 HWD EL. 812.28
50% CLEAN OUT EL. 807.79
14 ft.
800
850
NORMAL POOL EL. 811.18
EXISTING GROUND
800
BOTTOM EL. 803.5
14 FT ACCESS
CREST EL. 814.0
750 750
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
2'
`JTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MINIMUM IF NOT CUT TO BEDROCK
IL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
850
14 ft.
-- CREST EL. 814.0
800
OUTLET PROTECTION
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50' OF 36" CMP
750
4+00 4+50 5+00
RISER DETAILS
14 ft.
TRASH RACK
EL. 814.00
SKIMMER V FREEBOARD
NORMAL POOL EL. 811.18
EXISTING GRADE
50% CLEANOUT EL. 807.79
4' X 4' X 1' CLASS B STONE 1 n77
_a0
EMERGENCY SPILLWAY DETAIL
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
CHUTE SECTION
N.T.S.
N.T.S.
58.87 ft.
24.79 ft.
1.00ft. Freeboard
1
20 f
1 0-1. it. Freeboard
1
2
/ I� 1
0.72 ft.
2 �
I
2 20.00 ft.
2
f52.00 ft.
-
Channel Design (Non -Erodible)
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Base Dimension: 52.00
Wetted Perimeter: 20.88
Wetted Perimeter: 55.21
Area of Wetted Cross Section: 4.02
Area of Wetted Cross Section: 38.30
Channel Slope: 50.0000
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Manning's n of Channel: 0.0175
Discharge: 80.60 cfs
Discharge: 80.58 cfs
Depth of Flow: 0.20 feet
Depth of Flow: 0.72 feet
Velocity: 20.03 fps
Velocity: 2.10 fps
Channel Lining: Grouted Rock Rip Rap
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Freeboard: 1.00 feet
N.T.S.
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
2EL OR ARM)
BLE HOSE
u
BOTTOM OF POND EL. 803.50-/
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
72" SQUARE CONCRETE RISER
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 812.2
1' FREEBOARD MIN.
2
1 72" SQUARE I 1
1 CONCRETE 1
I RISER I
7.78'
1 I \ \ \ \ \
r 36" DIA BARREL CMP
°
°
d a
a ° d °
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
ELEVATION VIEW
N.T.S.
PLAN VIEW
N.T.S.
'AbLt)
FLOAT
TOP VIEW
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
='H I GRATE WATER DISCHARGE OPENING PIPE
(MINOR STORM EVENT)
LOAT
FLEXIBLE HOSE MUST BE
' SECURELY FASTENED TO
VENT PIPE I ; STORM WATER THE WATER QUALITY
I DISCHARGE DISCHARGE OPENING
OPENING_
1
OUTLET PIPE
, r--
ATER ENTRY UNIT
BILE HOSE
L = 1.4 X DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - - -�
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
W W W. FAI RCLOTH SK I M M E R. COM
STRUCTURE TELEPHONE: [phone]
FAX: [phone]
EMAIL: [e-mail]
SEDIMENT BASIN NO. 1 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
81.4986 cfs
Water Surface Elevation:
812.28 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 1 Principle Spillway, Drop Pipe
Riser Top Elev:
811.18 ft
Riser Base Elev:
803.50 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
65.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
807.28 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
81.50 cfs
Skimmer Design - Sediment Basin SB-1
Required Drawdown Time
3
days
Drawdown Rate
20,109
cf/day
Skimmer Size
4
in
Head on Orifice
0.333
ft
Calculated Orifice Size
2.242
in
Orifice Diameter (1/4 inch increments)
3.5
in
Actual Dewatering Time
3.03
days
Designed Volume
49,500
cf
Stage Storage Curve
SEDIMENT BASIN NO.1
815.50
813.50
811.50
809.50
807.50
805.50
MERGE CY SPILLW `
SPILLWAY (811.18)
STRUCTURE
(812.28)
803.50
0.00
1.00
2.00
3.00
4.00 5.00
6.00
7.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-1
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
-
803.50
N/A
N/A
0.4332
-
805.50
N/A
N/A
0.5012
0.4672
2.00
0.9218
0.9218
2.00
807.50
N/A
N/A
0.5709
0.5361
2.00
1.0587
1.9806
4.00
807.79
N/A
N/A
0.5814
0.5762
0.29
0.1683
2.1489
4.29
809.50
N/A
N/A
0.6431
0.6070
1.71
1.0318
3.1807
6.00
811.18
N/A
N/A
0.7058
0.6745
1.68
1.1331
4.3138
7.68
811.50
N/A
N/A
0.7178
0.6804
0.32
0.2136
4.5274
8.00
812.28
N/A
N/A
0.7485
0.7331
0.78
0.5718
5.0992
8.78
813.50
N/A
N/A
0.7964
0.7571
1.22
0.9267
6.0259
10.00
814.00
N/A
N/A
0.8077
0.8020
0.50
0.3995
6.4254
10.50
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times the
upward force.
2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
1
72" Square Concrete Riser
Height = Approximately 8'
Weight = 19120 lb
\\\\\\\\\\\ \\\ \\\\\\\ Where:
Riser Weight = 19120 lb
Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 lb/ft' = 2700 lb
STABILIZED OUTLET
Structure Weight = 19120 lb + 2700 lb = 21820 lb
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 216 ft' x 62.4 lb/ft' = 16224 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
21820 lb > 16224 lb x 1.25
21820lb > 20280 Ib
NOTES
1. Portland cement concrete (type II recommended) for the inlet base shall have a minimum compressive
strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
concrete shall be painted with a black bituminous enamel paint.
Z
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knowledge and belief and that I am a duly ' �r Q� •:P
SEAL
licensed Professional Engineer under the = p4g820 =
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laws of the Stat of North Carolina. : � =., Q SHEET NUMBER
(Signature) Date: 06/07/2022 ?�tG!%i i i t�'`� 02C0-G005

SLOPE \'
DRAIN
NADS-PCS8�-
-
•11
50% CLEAN OUT E+-. 832.21 \
\ \ \ \ \\
POROUS BAFFLES * . \
1
\ NORMALQOL EL. 835.00\\
PRINCI E SPILLWAY
\ RI
C rr
/ 72 SQUA*k CONCRETE RISER W/ TRASH RACK
AND 67 FT 0f-36 IN. CMP
\ MERGENCY SPILLWAY
R VEL CONTROL SECTION
/ \ EL+ 838.58 \
OTTO OF P D
EL. 29.00 Ai
8 \ / \
6 / \ / \
\\� OUTLET PROTECTION
f \
SLOPE DRAIN
CULVE
(C-1)
DITCH NO. 5
i
C
50% CLEAN OUT EL. 832.21
DIVERSION BERM 1 Q25 HWD EL. 837.58
850 I
800
0+00
•11
850
800 i
0+00
0+50
0+50
0114
r AA
/
� 1
EXISTING GROUND
NORMAL POOL EL. 835.00
SKIMMERRH 850
14 ft.
CREST EL. 841.0
BOTTOM EL. 829.00
SLOPE DRAIN CLASS B STONE
1+00 1+50 2+00 2+50 3+00 3+50
Cross Section A -A'
Scale: 1" = 50'
900
Q25 HWD EL. 837.58
50% CLEAN OUT EL. 832.21
NORMAL POOL EL. 835.0
EXISTING GROUND
850 ? 7
14 ft.
BOTTOM EL. 829.0
800
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
MAIN HAUL ROAD
1+00
FILL MATERIAL
1
2'
Scale: 1" = 50'
/OUTLET PROTECTION 800
4+00 4+50 5+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 67 FT OF 36" CMP
900
850
14 FT ACCESS
CREST EL. 841.0 800
2+50 3+00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION - ROAD CROSSING
N.T.S.
1
8
prox 75 ft.
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 26.34
Area of Wetted Cross Section: 32.35
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 99.64 cfs
Depth of Flow: 1.42 feet
Velocity: 3.08 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
FLOAT
TOP VIEW
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1.0� Oft. Freeboard
15.42 ft. 3 ft�
1.42 ft. 0.4 pOft. board
1
8 2 10.00 ft.2�
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 11.94
Area of Wetted Cross Section: 4.72
Channel Slope: 21.3000
Manning's n of Channel: 0.0175
Discharge: 99.63 cfs
Depth of Flow: 0.43 feet
Velocity: 21.11 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
WATER ENTRY UNIT GENERAL NOTES:
WITH TRASH SCREEN
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
ORIFICE OPENING INSIDE THE INSTALLED.
-HORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE.
SCHEDULE 40 PVC PIPE
RREL OR ARM)
XIBLE HOSE
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
ARTHEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
GRATE WATER DISCHARGE OPENING PIPE
(MINOR STORM EVENT)
LOAT
I - -
FLEXIBLE HOSE MUST BE I - SECURELY FASTENED TO
VENT PIPE I ; STORM WATER ; THE WATER QUALITY
-I DISCHARGE DISCHARGE OPENING
- OPENING
OUTLET PIPE
LEXIBLE HOSE
H L = 1.4 X DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
WATER ENTRY UNIT
�; II ;�--- SCHEDULE 40 PVC PIPE
If
=: Ill (BARREL OR ARM)
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FAIRCLOTH & SON INC.
WWW.FAIRCLOTHSKIMMER. COM
STRUCTURE TELEPHONE: [phone]
FAX: [phone]
EMAIL: WARREN OFAIRCLOTHSKI MMER. COM
TRASH RACK RISER DETAILS 14 ft.
EL. 841.00
SKIMMER11, 1' FREEBOARD
NORMAL POOL EL. 835.00
EXISTING GRADE
50% CLEANOUT EL. 832.21
900
4' X 4' X V CLASS B STONE 1
Q25 HWD EL. 837.58
50% CLEAN OUT EL. 832.21 NORMAL POOL EL. 835.0
EXISTING GROUND
2�` ? 7 850
14 ft.
0
FILTER CLOTH/GEOTEXTILE
LINER 14 FT ACCESS
CREST EL. 841.0 J0
1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00
Cross Section C-C'
Scale: 1" = 50'
CUTOFF TRENCH
\ EXISTING GROUND (ABUTMENTS)
2' MINIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
u
BOTTOM OF POND EL. 829.00
Skimmer Design - Sediment Basin SB-2
841.00
840.00
839.00
838.00
J 837.00
U)
00 836.00
> 835.00
a)
Lu 834.00
833.00
832.00
831.00
830.00
829.00
Stage Storage Curve
SEDIMENT BASIN NO. 2
OF STRUCTURE
1.00)
SPILLWAY (838.58)
CIPAL SPILLWAY (835.00)
0.00 4.00 8.00 12.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 2
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
-
829.00
N/A
N/A
0.5738
-
831.00
N/A
N/A
0.6427
0.6083
2.00
1.2033
1.2033
2.00
832.21
N/A
N/A
0.6852
0.6639
1.21
0.8032
2.0065
3.21
833.00
N/A
N/A
0.7129
0.6778
0.79
0.5388
2.5453
4.00
835.00
N/A
N/A
0.7856
0.7492
2.00
1.4845
4.0297
6.00
837.00
N/A
N/A
0.8605
0.8230
2.00
1.6316
5.6614
8.00
838.58
N/A
N/A
0.9216
0.8910
1.58
1.4078
7.0692
9.58
839.00
N/A
N/A
0.9378
0.8992
0.42
0.3755
7.4447
10.00
841.00
N/A
N/A
1.0098
0.9738
2.00
1.9405
9.3852
12.00
Required Drawdown Time
3
days
Drawdown Rate
51,840
cf/day
Skimmer Size
6
in
Head on Orifice
0.417
ft
Calculated Orifice Size
3.404
in
Orifice Diameter (1/4 inch increments)
3.5
in
Actual Dewatering Time
3.14
days
Designed Volume
57,366
cf
0110011000000011011110
ll❑❑❑❑0 0❑❑❑❑0ll❑❑❑❑0 EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 838.5
1' FREEBOARD MIN.
I I 2
I I 1 F
I I
I I
I I
72" SQUARE j CONCRETE
I RISER I 36" DIA BARREL CMP
6.00'
---------------I
° ° d
° °
d ° d
< ° ° d°
° d
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
ELEVATION VIEW
N.T.S.
72" SQUARE CONCRETE RISER ANTI -FLOTATION BLOCK (IF APPLICABLE)
d C
° • 9. °
• 4
• ° • d
• °
°d
• '• °
° d
•°
°• d \\\\
6'-0" 7'4"
\ \
d ° -A A
• •
d ° BARREL CMP
d • ° • 1. ° °
° d ° ° ° •
d
°° ° ' d °
° d
° °
° a
N.T.S.
SEDIMENT BASIN NO. 2 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outflow
Total Discharge:
105.4757 cfs
Water Surface Elevation:
837.58 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 2 Principle Spillway, Drop Pipe
Riser Top Elev:
835.00 ft
Riser Base Elev:
829.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
67.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
830.00 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient: 0.90
Discharge:
105.48 cfs
Required Discharge:
99.64 cfs
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
1
72" Square Concrete Riser
Height = 6'
Weight = 15,220 Ib
Where:
\\\ \\ \\ \\ \\ Riser Weight = 15,220 Ib
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
STABILIZED OUTLET Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 Ib
Structure Weight = 15,220 Ib + 3675 Ib = 18895 Ib
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 Ib
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 Ib > 13,478.4 Ib x 1.25
18895 Ib > 16,848 Ib
NOTES
1. Portland cement concrete (type II recommended) for the inlet base shall have a minimum
compressive Strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is
to be in contact with concrete shall be painted with a black bituminous enamel paint.
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I hereby certify that this document was
prepared by me or under my direct personal R •"� , .. ,• O{ f�
supervision and is correct to the best of my O ;'oF�ssrp4%•:
knowledge and belief and that I am a duly QSEAL
licensed Professional Engineer under the = = 048820 =
laws of the State of North Carolina. = SHEET NUMBER
(Signature) �,� '' , • • `'�'��+`,,
Date: 06/07/2022 02C0-G006
N.T.S.

o�
SLOPE DRAIN
FLUME N
SLOPE DRAIN
850 EXISTING GROUND
Q25 HWD EL. 801.27
2.7 50% CLEAN OUT EL. 796.86
800 14 ft.
-
850
NORMAL POOL EL. 799.27
SKIMMER�
14 ft.
CREST 804.0 800
BOTTOM EL. 794.0 1.506
CLASS B STONE
750
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A'
Scale: 1" = 50'
850
Q25 HWD EL. 801.27
50% CLEAN OUT EL. 796.86
2 14 ft.
800
OUTLET PROTECTION'
(SEE SHEET 34 OF 34) 750
/3+00 3+50 4+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 67 FT OF 36" CMP
EXISTING GROUND
NORMAL POOL EL. 799.27
750
0+00 0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
r' r'IJTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
IL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
1
J Z ' 800
14 FT ACCESS
CREST EL. 804.0
750
2+00 2+50
N.T.S.
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
2
FLOAT
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 50.00
56.90 ft.
50.00 ft.
Wetted Perimeter: 53.25
Area of Wetted Cross Section: 37.35
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 79.19 cfs
Depth of Flow: 0.73 feet
Velocity: 2.12 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
EN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
ERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
" H II GRATE WATER DISCHARGE OPENING PIPE
(MINOR STORM EVENT)
TOP VIEW LOAT
III - - -
FLEXIBLE HOSE MUST BE
' SECURELY FASTENED TO
VC VENT PIPE I ; STORM WATER ; THE WATER QUALITY
-I DISCHARGE DISCHARGE OPENING
OPENING
OUTLET PIPE--\
r--
............
LEXIBLE HOSE
H L= 1.4XDEPTH
I- TO THE OVERFLOW
MINIMUM LENGTH APPLIES
WATER ENTRY UNIT ( ; i III l
SCHEDULE 40 PVC PIPE
IIIIu = I- (BARREL OR ARM)
- II III=III III=III=III=III=III=III=III=III=III=1
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
RREL OR ARM)
XIBLE HOSE
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO(NOSCALE)SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
EAIRCEOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FRCLO H I SON INC.
WWW.FAIRCLOTSKI MMER. COM
STRUCTURE TELEPHONE: [phone]
FAX: [phone]
EMAIL: [e-mail]
TRASH RACK RISER DETAILS 14 ft.
EL. 804.00
SKIMMER 1' FREEBOARD
NORMAL POOL EL. 799.27
EXISTING GRADE
50% CLEANOUT EL. 796.86
4' X 4' X V CLASS B STONE
1
BOTTOM OF POND EL. 794.00
1.00ft. Freeboard
0.7_3 f_
SEDIMENT BASIN NO. 3 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
90.9637 cfs
Water Surface Elevation:
801.27 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 3 Principle Spillway, Drop Pipe
Riser Top Elev:
799.27 ft
Riser Base Elev:
794.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
67.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
795.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
90.96 cfs
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 802.27
1' FREEBOARD MIN.
I I 2
I I
I I
72" SQUARE I \\ \ \\ \\ \ \ \ \\ \\ \\ \\ \\ \\ \\ \\ \ \ \ \ \ \ \
j CONCRETE
RISER6 00' i 36" DIA BARREL CMP
---------------I \
' ° • • d
d a °
d
°
A-
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
ELEVATION VIEW
N.T.S.
72" SQUARE CONCRETE RISER
°
° ° .•
• d°
°° d
lAr
a
6-0" T-0"
d ° ° • \
• °
1_
° d
e
° ° ° A °
d
° d
A.
.° • °° • d
•• °
PLAN VIEW
N.T.S.
ANTI -FLOTATION BLOCK (IF APPLICABLE)
BARREL CMP
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
29.68 ft.
804.00
803.00
802.00
801.00
J 800.00
O 799.00
CZ
>
N
LU 798.00
797.00
796.00
795.00
794.00
tage Storage Curve
SEDIMENT BASIN NO. 3
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 3
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
-
794.00
N/A
N/A
0.4404
-
0.4560
1.00
0.4501
0.4501
1.00
795.00
N/A
N/A
0.4717
0.4874
1.00
0.4814
0.9315
2.00
796.00
N/A
N/A
0.5031
796.86
N/A
N/A
0.5313
0.5172
0.86
0.4423
1.3738
2.86
797.00
N/A
N/A
0.5361
0.5196
0.14
0.0711
1.4449
3.00
798.00
N/A
N/A
0.5708
0.5535
1.00
0.5469
1.9918
4.00
799.00
N/A
N/A
0.6072
0.5890
1.00
0.5821
2.5739
5.00
799.27
N/A
N/A
0.6174
0.6123
0.27
0.1653
2.7392
5.27
800.00
N/A
N/A
0.6449
0.6261
0.73
0.4535
3.1927
6.00
801.00
N/A
N/A
0.6846
0.6648
1.00
0.6573
3.8500
7.00
802.00
N/A
N/A
0.7256
0.7051
1.00
0.6973
4.5473
8.00
802.27
N/A
N/A
0.7363
0.7310
0.27
0.1974
4.7446
8.27
804.00
N/A
N/A
0.8049
0.7652
1.73
1.3245
6.0691
10.00
0.17 fft 1
1.0 ft. Freeboard
2 2
25.00 ft.
Channel Design (Non -Erodible) Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Discharge: 79.20 cfs
Right Side Slope 2.00:1 Depth of Flow: 0.17 feet
Base Dimension: 25.00 Velocity: 18.29 fps
Wetted Perimeter: 25.76 Channel Lining: Grouted Rock Rip Rap
Area of Wetted Cross Section: 4.33 Freeboard: 1.00 feet
RISER BUOYANCY CALCULATION
Skimmer Design - Sediment Basin SB-3
Required Drawdown Time
3
days
Drawdown Rate
32,832
cf/day
Skimmer Size
5
in
Head on Skimmer
0.333
ft
Calculated Orifice Size
2.865
in
Orifice Diameter (1/4 inch increments)
3
in
Actual DewateringTime
3.05
days
Required Volume
36,594
cf
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
2
1
72" Square Concrete Riser
Height = Approximately 6'
Weight = 15,220 lb
\\\\\\\\\\\ \ \ \\\\\\
Where:
Riser Weight = 15,220 lb
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
STABILIZED OUTLET
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 lb > 13,478.4 lb x 1.25
18895 lb > 16,848 lb
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1. Portland cement concrete (type II recommended) for the inlet base shall have a O a
minimum compressive Strength of 4,000 psi. 0
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the W a a
pipe is to be in contact with concrete shall be painted with a black bituminous enamel paint. a
��; 111i1tll
1 hereby certify that this document was `�,, CApQ.,r�
prepared by me or under my direct personal.........r,
supervision and is correct to the best of my O:'oFSra •'
knowledge and belief and that I am a duly cSEALg P
licensed Professional Engineer under the = = p48820 =
P'= SHEET NUMBER
laws of the State of North Carolina.
=
(Signature)`�� ` Date: 06/07/2022✓/cat G{% ' «l►''�t 02C0-G007

Ig5ND ACCESS ROAD NORMAL POOL EL. 793.02
k
B'
DITCH NO. 10
\ L x \
Cie ')(POND ACCESS ROAD
\ \
�L ,98 001 x
\SLOPE DRAIN x NAD-83
T(�P OF POND N��S
ELI798.00
1. o oo �
\ 0000
o m
o
it
DITCH NO. 15 , T
TA
I
\ I
T
T
T �
PLAN VIEW: SEDIMENT BASIN NO.4
SCALE: 1" = 50'
850 EXISTING GROUND
Q25 HWD EL. 795.02 NORMAL POOL EL. 793.02
50% CLEAN OUT EL. 790.50
2� I SKIMMER
800 14 ft. 14 ft.[ REST 798.0
BOTTOM EL. 787.50 3.0%
CLASS B STONE
850
FILL MATERIAL
800
OUTLET PROTECTION
750 750
0+00 0+50 1+00 1+50 2+00 2+ 3+00 3+50 4+00
PRINCIPLE SPILLWAY
Cross Section A -A' 72" SQUARE CONCRETE RISER
Scale: 1" = 50' W/ TRASH RACK AND 105 FT OF 42" CMP
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION 799.50
N.T.S.
57.90 ft. 797.50
0 /� + 1.00ft. Freeboard
1 ft. 795.50
0.98
2
50.00 ft.
FLOAT
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 50.00
Wetted Perimeter: 54.36
Area of Wetted Cross Section: 50.67
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 129.84 cfs
Depth of Flow: 0.98 feet
Velocity: 2.56 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
WATER \� H -II�H I GRATE DISCHAR
GE
EVENT)
OPENING PIPE
(MINOR
TOP VIEW III LOAT
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO
VC VENT PIPE I I ; STORM WATER THE WATER QUALITY
DISCHARGE DISCHARGE OPENING
OPENING
OUTLET PIPE
r--
, I I
LEXIBLE HOSE
_ H L = 1.4 X DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
WATER ENTRY UNIT ( I'
r�--- SCHEDULE 40 PVC PIPE
L - (BARREL OR ARM)
aTER ENTRY UNIT
TH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
REL OR ARM)
BILE HOSE
E_ 1 V U VI E_ VV J 1 U L V I L VV MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
EAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
WWW.FAIRCLOTHSKIMMER.COM
STRUCTURE TELEPHONE: [phone]
FAX: [phone]
EMAIL: [e-mail]
�'''JTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF
NOT CUT TO
BEDROCK
SKIMMER
1 NORMAL POOL EL. 793.02
Skimmer Design - Sediment Basin SB-4
Required Drawdown Time
3
days
Drawdown Rate
51,840
cf/day
Skimmer5ize
6
in
Head on Skimmer
0.417
ft
Calculated Orifice Size
3.404
in
Orifice Diameter (1/4 inch increments)
3.25
in
Actual DewateringTime
3.42
days
Required Volume
53,9461
cf
1
EXISTING GRADE
2 SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARE 50% CLEANOUT EL. 790.50
PROCTOR MAX. DRY DENSITY 4' X 4' X V CLASS B STONE
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
CUTOFF TRENCH DETAIL
N.T.S.
850 EXISTING GROUND 850
Q25 HWD EL. 795.02
NORMAL POOL EL. 793.02
50% CLEAN OUT EL. 790.50
800 14 ft. 14 ft. 800
BOTTOM EL. 787.50
14 FT ACCESS
CREST EL. 798.00
750 750
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
Cross Section B-B'
Scale: 1" = 50'
BOTTOM OF POND EL. 787.50
793.50
791.50
787.50
Stage Storage Curve
SEDIMENT BASIN NO. 4
TOP
)
,--*EMERGENCY SPILLWA (796.02)
PR NCIPAL SPI LWAY (793. 2)
5n% C EAN OUT LEVEL (790.50
STRUCTURE
0.00
1.00
2.00
3.00
4.00
5.00
6.00 7.00
8.00
9.00
10.00 11.00
Accumulative Storage (Acre -Ft)
SEDIMENT BASIN NO. 4
Outflow
Total Discharge:
130.7449 cfs
Storage volume computations
Water Surface Elevation:
795.02 ft
Tailwater Elevation:
0.00 ft
SB-4
Detention Base Elevation:
0.00 ft
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
Outlet #1: Sediment Basin 4 Principle Spillway, Drop Pipe
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
Riser Top Elev:
793.02 ft
(ac)
(ac-ft)
(ft)
Riser Base Elev:
787.50 ft
Riser Length:
g
72.00 In
787.50
N/A
N/A
0.6887
0.7467
2.00
1.4730
1.4730
2.00
Riser Width:
72.00 In
7 89.50
N/A
N/A
0.8048
0.8340
1.00
0.8350
2.3081
3.00
Orifice Coefficient:
0.50
789.50
90
N/A
N/A
0.8048
0.8632
1.00
0.8702
3.1783
4.00
791.50
N/A
N/A
0.9216
Weir Coefficient:
3.33
0.9670
1.52
1.4698
4.6481
5.52
793.02
N/A
N/A
1.0123
Culvert Length:
105.00 ft
0.9813
0.48
0.4711
5.1192
6.00
793.50
N/A
N/A
1.0410
Culvert Diameter:
42.00 In
1.1017
2.00
2.1813
7.3005
8.00
795.50
N/A
N/A
1.1624
Culvert Invert In:
787.50 ft
796.02
N/A
N/A
1.1955
1.1789
0.52
0.6130
7.9136
8.52
Culvert Friction Coefficient:
0.02
797.50
N/A
N/A
1.2896
1.2260
1.48
1.8145
9.7281
10.00
Culvert Entrance Loss Coefficient: 0.90
798.00
N/A
N/A
1.3066
1.2981
0.50
0.6467
10.3748
10.50
Discharge:
130.74 cfs
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
30.21 ft.
1 1
2 2 25.00 ft.
0.30 ft.
TRASH RACK RISER DETAILS 14 ft.
EL. 798.00
V FREEBOARD
1'
72" SQUARE CONCRETE RISER
.00ft. Freeboard
Channel Design (Non -Erodible) Channel Slope: 21.8000
Manning's n of Channel: 0.0175
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Discharge: 129.88 cfs
Right Side Slope 2.00:1 Depth of Flow: 0.30 feet
Base Dimension: 25.00 Velocity: 16.78 fps
Wetted Perimeter: 26.35 Channel Lining: Grouted Rock Rip Rap
Area of Wetted Cross Section: 7.74 Freeboard: 1.00 feet
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 796.0
1' FREEBOARD MIN.
I I 2
I I
I I
72" SQUARE
j CONCRETE
RISER 42" DIA BARREL CMP
5.52'
---------------�
° °< a d
°
° °a ° °< °
d e
.A d°
a ° d °
ELEVATION VIEW ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
N.T.S.
PLAN VIEW
N.T.S.
......, .,.ABLE)
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a
minimum of 1.25 times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
u)
u)
w
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0
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72" Square Concrete Riser
Height = Approximately 6'
Weight = 15,220 Ib
2
1 Where:
Riser Weight = 15,220 Ib (� Z J
\\\ \\\\\\\ \\\\\\\ Weight of Concrete Base = (Length x Width x Depth) x Unit Z J
Weight of Concrete Q
Weight of Concrete Base = 7 ft x 7 ft x 0.5 ft x 150 lb = 3675 Ib Z Q Uj
9 ( ) Q
Structure Weight = 15,220 Ib + 3675 Ib = 18895 Ib :1 V
0 = Z J
STABILIZED OUTLET Buoyancy = Displacement Volume of Riser x 62.4 lb/ft' Z
Q LL
Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 Ib 0 Q O
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z m W
_ ~ 18895 Ib > 13,478.4 Ib x 1.25 Z 06
� Z W
18895 Ib > 16,848 Ib L
� 0 _ W
NOTES U Z W i
1. Portland cement concrete (type II recommended) for the inlet base 0 Z U) Z
shall have a minimum compressive strength of 4,000 psi. 2
2. Where corrugated aluminum or aluminized steel pipe is used, all 0 ~ J
areas where the pipe is to be in contact with concrete shall be painted with W (1)0-
a black bituminous enamel paint. Q
a D
1 hereby certify that this document was + ,CAA 1
prepared by me or under my direct personal
supervision and is correct to the best of my Q 4s5rp {/f'
knowledge and belief and that I am a dulySEAL�.��
licensed Professional Engineer under the 048820 a = SHEET NUMBER
laws of the Statp of North Carolina.
(Signature)
Date: 06/07/2022 1���f �� +1 � „+■++' 02CO-0008

�(0
-83 /
CS /
9`.0
/ ' a 1091
f BOTTOM F P ND
/ \ EL 788
FLOAT
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
70.00
.�
\ 1 1.00 ft. 1.00ft. Freeboard
x� 2
POROUS BAFFLES (TYP.)
♦
♦ 50% CLEAN OUT EL. 790.3
NORMAL POOL EL. 792.5 -�-
SKIMMER \�
PRINCIPLE SPILLWA �k
72" SQUARE RISER W/ T SH RACK
AND 80 FT OF 48 IN CMP
EMERGENCY SPILLWAY
v LEVEL CONTROL SECTION EL. 796.0 /
EMERGENCY SPILLWAY
OUTLET PROTECTION CUTE SECTION\
1
\ x
PLAN VIEW: SEDIMENT BASIN NO. 14
TOP VIEW
SCALE: 1" = 50'
VATER ENTRY UNIT
VITH TRASH SCREEN GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
ORIFICE OPENING INSIDE THE INSTALLED.
HORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
SCHEDULE 40 PVC PIPE
DEL OR ARM) ARTHEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
BILE HOSE (MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
-� WATER DISCHARGE OPENING
H I GRATE (MINOR STORM EVENT) PIPE
LOAT
III _ _ FLEXIBLE HOSE MUST BE
' SECURELY FASTENED TO
VENT PIPE I I ; STORM WATER ; THE WATER QUALITY
DISCHARGE DISCHARGE OPENING
OPENING
- I -
� I
OUTLET PIPE
, r-
- I
I I
, I I
I I
TER ENTRY UNIT
BILE HOSE
L = 1.4 X DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
Channel Design (Non -Erodible) Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Discharge: 167.01 cfs
Right Side Slope 2.00:1 Depth of Flow: 1.00 feet
Base Dimension: 62.00 Velocity: 2.61 fps
Wetted Perimeter: 66.46 Channel Lining: Grouted Rock Rip Rap
Area of Wetted Cross Section: 63.87 Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
W W W. FAI R CLOTH SK I M M ER. COM
STRUCTURE TELEPHONE: (919) 2
FAX: [phone]
EMAIL: WARRENOaFAIRCLOTHSKIMMER.COM
49.75
45.00 ft.
Channel Design (Non -Erodible) Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Discharge: 166.96 cfs
Right Side Slope 2.00:1 Depth of Flow: 0.19 feet
Base Dimension: 45.00 Velocity: 19.57 fps
Wetted Perimeter: 45.84 Channel Lining: Grouted Rock Rip Rap
Area of Wetted Cross Section: 8.53 Freeboard: 1.00 feet
850
SKIMMER
Q25 HWD EL. 794.13
14 ' WIDE CREST 798.0 -1
800
2.50%
750
0+00 0+50 1+00
850
Q25 HWD EL. 794.13 50% CLEAN OUT EL. 790.3
14' WIDE CREST 798.0
800 ?
750
0+00 0+50
BOTTOM EL. 788.0
SEDIMENT BASIN NO. 14 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
166.93 cfs
Water Surface Elevation:
794.13 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 14
Principle Spillway, Drop Pipe
Riser Top Elev:
792.50 ft
Riser Base Elev:
788.00 ft
ft_
0.1Tq.Ift.
Riser Length:
72.00 in
1 Freeboard
Riser Width:
72.00 in
2
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
80.00 ft
Culvert Diameter:
48.00 in
Culvert Invert In:
786.00 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
166.93 cfs
50% CLEAN OUT EL. 790.3
[NORMAL, POOL EL. 792.5 EXISTING GROUND
CLASS B STONE
BOTTOM EL. 788.0
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER 1N/ TRASH RACK
AND AD' OF 48" C;MP
1+50 2+00 2+50 3+00
Cross Section A -A'
NORMAL POOL EL. 792.5
1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
Scale: 1" = 50'
2+50 3+00
3+50
850
: 11
4' WIDE CREST 798.0
750
3+50 4+00 4+50
850
800
14 ' WIDE CREST 798.0
750
4+00 4+50 5+00
CUTOFF TRENCH
Stage Storage Curve
SB-14
798.00
797.00
796.00
795.00
J 794.00
U)
2
0 793.00
M 792.00
m
W 791.00
790.00
789.00
788.00
787.00
786.00
Y (796.00)
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
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 14
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
786.00
N/A
N/A
1.1502
788.00
N/A
N/A
1.2357 1.1930 2.00
2.3697
2.3697
2.00
790.00
N/A
N/A
1.3226 1.2792 2.00
2.5415
4.9112
4.00
790.30
N/A
N/A
1.3360 1.3293 0.30
0.3988
5.3100
4.30
792.00
N/A
N/A
1.4118 1.3672 1.70
2.3184
7.6283
6.00
792.50
N/A
N/A
1.4347 1.4232 0.50
0.7116
8.3400
6.50
794.00
N/A
N/A
1.5033 1.4576 1.50
2.1859
10.5259
8.00
796.00
N/A
N/A
1.5973 1.5503 2.00
3.0826
13.6084
10.00
798.00
N/A
N/A
1.6852 1.6413 2.00
3.2732
16.8816
12.00
EXISTING GROUND (ABUTMENTS)
FILL MATERIAL
2' MAXIMUM IF NOT CUT TO BEDROCK
IL
2'
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
RISER DETAILS 14 ft.
TRASH RACK
EL. 798.00
SKIMMER\ 1' FREEBOARD
NORMAL POOL EL. 792.5 '
EXISTING GRADE-
50% CLEANOUT EL. 790.3
4' X 4' X V CLASS B STONE nr�,ev
BOTTOM OF POND EL. 788.0
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
72" SQUARE CONCRETE RISER
EMERGENCY SPILLWAY DEPTH I EMERGENCY SPILLWAY EL. 796.0
000000110 1' FREEBOARD MIN.
I I 7__ 2
7211 I E I
I CONCRETE I
RISER \
n 48" DIA BARREL CMP
�.. t
' a.
Z.-
dA ..
d ° . a de
a a d a
ELEVATION VIEW ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
N.T.S.
PLAN VIEW
N.T.S.
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Required Drawdown Time
3
days
Drawdown Rate
51,840
cf/day
Skimmer Size
6
in
Head on Orifice
0.417
ft
Calculated Orifice Size
3.404
in
Orifice Diameter (1/4 inch increments)
5
in
Actual Dewatering Time
3.01
days
Required Volume
112,371
cf
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times
the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
2 72" Square Concrete Riser
1 Height = Approximately 5' (0.5' below grade)
Weight = 13,270 Ib
Where:
Riser Weight = 13,270 Ib
Weight of Concrete Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Concrete Riser Fill = (6 ft x 6 ft x .5 ft) x 150 lb/ft' = 2,700 Ib
STABILIZED OUTLET Structure Weight = 13,270 Ib + 2,700 Ib = 15,970 Ib
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
Buoyancy = 162 ft' x 62.4 lb/ft' = 10,108.8 Ib
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
15,970 Ib > 10,108.8 Ib x 1.25
15,970 Ib > 12,636 Ib
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1. Portland cement concrete (type II recommended) for the inlet base
O
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
0
areas where the pipe is to be in contact with concrete shall be painted with
LLI Q
a black bituminous enamel paint.
_
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i)111i!!/1
I hereby certify that this document was .,*';�1�•CAFip�'�,
prepared by me or under my direct personal
supervision and is correct to the best of my Q ; •flF85rp,.r i
knowledge and belief and that I am a duly SEAL
licensed Professional Engineer under the :: 048820 Azz
Stateof Carolina.
SHEET NUMBER
laws of the North
���. P •;
, MQIM,-
ti:
(Signature) �'� • 1�,�+`�
Date: 06/07/2022 .,,'�
02CO-0009

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860 BridgeCor Single Radius Arch (60'-2" Span x 30'-2" Rise)
820
Fill
780
740
700
12+00
Existing Ground
\ � FLOOD PL,
I`
Proposed Haulroad Grade
30'-2"
60'-2"
Proposed Grade for
Structure Installation
1%
12+40 12+80 13+20 13+60 14+00 14+40
HAUL ROAD PROFILE STATION 12+00 - 14+80
STREAM CROSSING NO. 1
SCALE: 1" = 40'
1;1li1+JI
I hereby certify that this document was
prepared by me or under my direct personal f,
supervision and is correct to the best of my Q:'oFsSra
knowledge and belief and that I am a duly e SEAL
licensed Professional Engineer under the = = 048820 _
laws of the St a e of North Carolina '
(Signature) �<<<� .g �1�'� �1I
Date: 06/07/2022
M
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820
780
740
700
14+80
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02CO-GO10

TRENCH
CONDITION
8.0' BACKFILL WIDTH
SEE NOTE #1
TRENCH
WALL
70'-0" MINIMUM LIMITS OF COMPACTED SELECT
GRANULAR STRUCTURAL BACKFILL
4'-0" MIN. COVER
FILL MATERIAL ABOVE
MIN. COVER LEVEL
BRIDGECOR
SINGLE RADIUS
NATURAL ARCH
UNDISTURBED
EMBANKMENT
REINFORCED CONCRETE rt
FOOTING
SPAN -
SECTION
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT
TRACTOR (D-4 OR LIGHTER) EQUIPMENT.
4 Il1Tr r1
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS.
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180.
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF
THE STRUCTURE.
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING
COMPACTION METHODS AND EQUIPMENT.
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT
APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE.
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE
FIRST SEVERAL INCHES OF FILL OVER THE CROWN.
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 %
PER AASHTO T-180.
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT
YOUR LOCAL CONTECH REPRESENTATIVE.
EMBANKMENT
CONDITION
8.0' BACKFILL WIDTH
SEE NOTE #1
OVERALL HEIGHT OF
COVER = 8'-0"
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8" LOOSE LIFTS
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES:
-T
SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY
FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL
MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED
CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL.
BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8"
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED
FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON -WOVEN
GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN
SITU MATERIAL.
DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE
NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER
MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS
(HEAVIER THAN D-4).
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION,
REFERENCE AASHTO M-145
GROUP CLASSIFICATION
A-1-a
A-1-b
Sieve Analysis Percent Passing
No. 10 (2.000 mm)
50 max.
----
No. 40 (0.425 mm)
30 max.
50 max.
No. 200 (0.075 mm)
15 max.
25 max.
Atterberg Limits for Fraction Passing No.40 (0.425 mm)
Liquid Limits
----
----
Plasticity Index
6 max.
5 max.
Usual Materials
Stone Fragment,
Gravel and Sand
Modified from AASHTO M-145
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and
typically classified by AASHTO M-145 as A-3 Materials should not be used.
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a.
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for
Engineering Purposes (United Soil Classification System), for comparable soil groups.
1.0 STANDARDS AND DEFINITIONS
1.1 STANDARDS -All standards refer to the current ASTM/AASHTO
edition unless otherwise noted.
1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for
Fleld-Bolled Pipe, Pipe -Arches and Arches"
(AASHTO Designation M-167).
1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12
Division I - Design, AASHTO LRFD Bridge Design Specifications
Section 12.
1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26
Division II - Construction. AASHTO LRFD Bridge Construction
Specifications - Section 26. ASTM A807. Standard Practice for
Installing Corrugated Steel Structural Plate Pipe.
1.2 DEFINITIONS
1.2.1 Owner - In these specifications the word "Owner" shall mean
PIEDMONT LITHIUM CAROLINAS, INC.
1.2.2 Engineer - In these specifications the word "Engineer" shall mean the
Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC.
1.2.3 Manufacturer - In these specifications the word "Manufacturer"
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
PATRICK IMHOF.
2.0 GENERAL CONDITIONS (CONTINUED
2.3 Prior to bidding the work the Contractor shall examine, investigate and
inspect the construction site as to the nature and location of the work,
and the general and local conditions at the construction site, including
without limitation, the character of surface or subsurface conditions
and obstacles to be encountered on and around the construction site
and shall make such additional investigation as he may deem
necessary for the planning and proper execution of the work.
If conditions other than those indicated are discovered by the
Contractor, the Owner shall be notified immediately. The material
which the Contractor believes to be a changed condition shall not be
disturbed so that the owner can investigate the condition.
2.4 The construction shall be performed under the direction of the Engineer.
2.5 All aspects of the structure design and site layout including foundations,
backfill and treatments and necessary scour consideration shall be
performed by the Engineer.
3.0 ASSEMBLY AND INSTALLATION
3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius
arch structure shall be assembled in accordance with the plate layout drawings
provided by the Manufacturer and per the Manufacturer's recommendations.
Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs.
1.2.4
Contractor - In these specifications the word "Contractor" shall
3.2
The single radius arch structure shall be installed in accordance with the plans and
mean the firm or corporation undertaking the execution of any
specifications, the Manufacturer's recommendations, and AASHTO Standard
installation work under the terms of these specifications.
Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO
LRFD Bridge Construction Specifications - Section 26.
1.2.5
Approved - In these specifications the word "approved" shall
refer to the approved of the Engineer or his designated
3.3
Trench excavation shall be made in embankment material that is structurally
representative.
adequate. The trench width shall be shown on the plans. Poor quality in situ
embankment material must be removed and replaced with suitable backfill as
1.2.6
As Directed - In these specifications the words "as directed" shall
directed by the engineer.
refer to the directions to the Contractor from the Owner and his
designated representative.
3.4
The structure shall be assembled in accordance with the Manufactures's instructions.
All plates shall be unloaded and handled with reasonable care. Plates shall not be
2.0 GENERAL
CONDITIONS
rolled or dragged over gravel rock and shall be prevented from striking rock or other
hard objects during placement in trench or on bedding.
2.1
Any Installation provided herein shall be endorsed by the Engineer,
discrepancies herein are governed by the Engineer"s plans and
3.5
The structure shall be backfilled using clean well graded granular material. Backfill
specifications.
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
lift shall be compacted to the specified density.
2.2
The Contractor shall furnish all labor, material and equipment and
perform all work and services except those set out and furnished by
3.6
If temporary construction vehicles are required to cross the structure, it is the
the Owner, necessary to complete in a satisfactory manner the site
Contractor's responsibility to contact the Engineer to determine the amount of
preparation, excavation, filling, compaction, grading as shown on the
additional minimum cover necessary to handle the specific loading condition.
plans and as described therein. This work shall consist of all
mobilization clearing and grading, grubbing, stripping, removal of
Normal highway traffic is not allowed to cross the structure until the structure has
existing material unless otherwise stated, preparation of the land to
been backfilled. If the road is unpaved, cover allowance to accommodate rutting
be filled, filling of the land, spreading and compaction of the fill, and
shall be as directed by the Engineer.
all subsidiary work necessary to complete the grading of the cut and
fill areas to conform with the lines, grades, slopes and specifications.
This work is to be accomplished under the observation of the Owner 4.0
EROSION AND SEDIMENT CONTROL
or his designated representative.
4.1
Construct Skimmer Basin or Sediment Trap as designed with temporary diversions.
4.2 Construct temporary stream crossings as shown in general details.
4.3 As construction of the crossing progresses, construct slope drains and update
temporary diversions to direct all runoff to designed Skimmer Basin or Sediment
Trap. Upon completion of crossing, install permanent diversion ditches to direct all
surface water runoff to applicable designed sediment structure.
I hereby certify that this document was `"%%% � yr�
prepared by me or under my direct personal r,
supervision and is correct to the best of my O•o�ssrp
knowledge and belief and that I am a duly �� Q SEAL�.'F
licensed Professional Engineer under the = = 048820 _
laws of the State of North Carolina. = �=
(Signature) ir`0,of
Date: 06/07/2022 7a4�tr` Gl�6u���►►r►,
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846L-
LLI
LLI
cn
AERIAL VIEW
SHEET NUMBER
0 100 200 300
\ _ - \ \ / \ 02CO-H004
SCALE 1 "=100'

FLUME
te
NORMAL POOL.851.48
/+ NAD-83
NC-SPCS
\ i(- POND A ASS R&X /
BOTT OF POND
45.00
SKIMMER
SLOPE DRAIN + 50% CLEAN OUT EL. 848.73
le, POROUS BAFFLES (TYP.)
DITCH NO. 19 /
B
( EMERGENCY SPILLWAY
>C LEVEL CONTROL SECTION EL.= 853.48
OUTLET PROTECTION Al �ERGENCY SPILLWAY
/ CHUTE SECTION
A
0.19 / P}�INCIPLE SPILLWAY
/ 72" SQUARE CONCRETE RISER W/ TRASH RACK
ION 1 A?�D 60 FT OF 30 IN. CMP
POND ACCESS ROAD
_--- / ST-109
PLAN VIEW: SEDIMENT BASIN NO. 5
SCALE: 1" = 50'
Q25 HWD EL. 852.48
900 900
SKIMMER
50% CLEAN OUT EL. 848.73
NORMAL POOL EL. 851.48
�{ l� 4 ft. 14 ft.
850CREST 855.0 850
7BOTTOM'
1.50.845.0
EXISTING GROUNDCLASS B OUTLET PROTECTION
800 800
0+00 0+50 1+00 1+50 2+00
Cross Section A -A' PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
Scale: 1" = 50' W/ TRASH RACK AND 60 FT OF 30" CMP
900
Q25 HWD EL. 852.48
50% CLEAN OUT EL. 848.73 NORMAL POOL EL. 851.48
�{ 14 ft.
850 21
? BOTTOM EL. 845.0 2
EXISTING GROUND
800
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
- - - - - - L
2'
DITCH NO. 16
DITCH NO. 16
00or- SLOPE DRAIN
�j�
A 8$55 0°
�{ 14 ft.
14 FT ACCESS
CREST EL. 855.00
2+50 3+00
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
850
800
3+50
EMERGENCY SPILLWAY DETAIL
N.T.S.
1.09 ft.
0.52 ft. j-
1
1.00ft. Freeboard
2
2
35.00 ft.
SEDIMENT BASIN NO. 5 PRINCIPLE SPILLWAY
Channel Design (Non -Erodible)
Outflow
Channel Type: Trapezoidal, Equal Side Slopes
Total Discharge: 45.2490 cfs
Dimensions: Left Side Slope 2.00:1
Water Surface Elevation: 852.48 ft
Right Side Slope 2.00:1
Tailwater Elevation: 0.00 ft
Base Dimension: 35.00
Detention Base Elevation: 0.00 ft
Wetted Perimeter: 37.34
Area of Wetted Cross Section: 18.89
Outlet #1: Sediment Basin 5 Principle Spillway, Drop Pipe
Riser Top Elev: 851.48 ft
Channel Slope: 0.1000
Riser Base Elev: 845.00 ft
Manning's n of Channel: 0.0175
Riser Diameter: 72.00 in
Orifice Coefficient: 0.50
Discharge: 32.19 cfs
Weir Coefficient: 3.33
Depth of Flow: 0.52 feet
Velocity: 1.70 fps
Culvert Length: 60.00 ft
Culvert Diameter: 30.00 in
Channel Lining: Grouted Rock Rip Rap
Culvert Invert In: 849.21 ft
Freeboard: 1.00 feet
Culvert Friction Coefficient: 0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge: 45.25 cfs
FLOAT
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
2EL OR ARM)
BLE HOSE
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
r� Mai
�IIH I GRATE WATER (MINOR DSITORM EVESCHARGE NT) OPENING PIPE
TOP VIEW III LOAT
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO
PVC VENT PIPE I I ; STORM WATER THE WATER QUALITY
/ I DISCHARGE DISCHARGE OPENING
OPENING
OUTLET PIPE 17
LEXIBLE HOSE
H L=1.4XDEPTH
I- TO THE OVERFLOW
I- MINIMUM LENGTH APPLIES
ATER ENTRY UNIT ( I
;� SCHEDULE 40 PVC PIPE
I (BARREL OR ARM)
,
---------- _ WE''I -LLI-1_ I -
I _-LLI-1_I_I-1_I_I-1_I_I-11_I-1_I_I-1
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FRCLOH I SON INC.
WWW.FAIRCLOTSKIMMER.COM
STRUCTURE TELEPHONE: (919) 2
FAX: [phone]
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM
SKIM
NORMAL POOL EL. 851.48
EXISTING GRADE--,,_
50% CLEANOUT EL
4' X 4' X 1' CLASS B STONE
TRASH RACK
Stage Storage Curve
SEDIMENT BASIN NO. 5
855.00
854.00
853.00
852.00
J 851.00
O 850.00
>
O
W 849.00
848.00
847.00
846.00
845.00
>TRUCTURE
0.00
0.50
1.00 1.50
2.00
2.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 5
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
845.00
N/A
N/A
0.1480
846.00
N/A
N/A
0.1669 0.1575 1.00
0.1539
0.1539
1.00
847.00
N/A
N/A
0.1858 0.1763 1.00
0.1728
0.3267
2.00
848.00
N/A
N/A
0.2053 0.1955 1.00
0.1919
0.5186
3.00
848.73
N/A
N/A
0.2201 0.2127 0.73
0.1555
0.6741
3.73
0.2154 0.27
0.0561
0.7302
4.00
849.00
N/A
N/A
0.2255
850.00
N/A
N/A
0.2358 1.00
0.2461
0.2319
0.9621
5.00
0.2568 1.00
0.2528
1.2149
6.00
0
0
851.00
N/A
N/A
0.2675
851.48
N/A
N/A
0.2779 0.2727 0.48
0.1309
1.3458
6.48
0.2783 0.52
0.1433
1.4891
7.00
w
w
852.00
N/A
N/A
0.2891
0
0
853.00
N/A
N/A
0.3004 1.00
0.3117
0.2962
1.7853
8.00
w
w
853.48
N/A
N/A
0.3167 0.48
0.3217
0.1520
1.9373
8.48
c
p
a-
a
0.3326 1.52
0.5091
2.4464
10.00
N
855.00
N/A
N/A
0.3535
>
0
0
Uj
X
\
N
p
N
\
�
N
�
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
Z
N
N.T.S.
19.54 ft. 44 Oft
1 1 01.O. Freeboard
2 15.00 ft. 2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 15.00
Wetted Perimeter: 15.60
Area of Wetted Cross Section: 2.06
RISER DETAILS 14ft.
a❑❑❑❑o
°a°❑❑❑❑❑❑❑o
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a❑❑❑❑o
°a°❑❑❑❑❑❑❑o
\\ CONCRETE
. 848.73 \)
BOTTOM OF POND EL. 845.00
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
72" SQUARE CONCRETE RISER
EL. 855.00
V FREEBOARD
EMERGENCY SPILLWAY DEPTH t EMERGENCY SPILLWAY EL. 853
V FREEBOARD MIN.
1F
RISER
6.48'
a n e d < d
d a
A de
v 1
a a d a
ELEVATION VIEW
N.T.S.
PLAN VIEW
N.T.S.
30" DIA BARREL CMP
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
;AbLt)
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 32.19 cfs
Depth of Flow: 0.14 feet
Velocity: 15.59 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Skimmer Design - Sediment Basin SB-5
Required Drawdown Time
3
days
Drawdown Rate
9,774
cf/day
Skimmer Size
3
in
Head on Skimmer
0.25
ft
Calculated Orifice Size
1.680
in
Orifice Diameter (1/4 inch increments)
1.75
in
Actual DewateringTime
3.78
days
Required Volume
13,374
cf
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
2 72" Square Concrete Riser
1 Height = Approximately 7'
Weight = 17170 lb
Where:
Riser Weight = 17170 lb
Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 lb/ft' = 2700 lb
STABILIZED OUTLET
Structure Weight = 17170 lb + 2700 lb = 19870 lb
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
Buoyancy = 252 ft' x 62.4 lb/ft' = 15725 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
19870 lb > 15725 lb x 1.25
19870 lb > 19656 Ib
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
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I hereby certify that this document was �A'�;,fr�
prepared by me or under my direct personal f,
supervision and is correct to the best of my �' �'��ssro.
knowledge and belief and that I am a dulyr Q SEAL F':P
licensed Professional Engineer under the = = 048820 = SHEET NUMBER
laws of the State of( North Carolina. = =
(Signature)
Date: 06/07/2022 T�'-�%�+1 �Pi���t��'02C0-H005

gOg
/ \\
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/ FLUME
�60
6�
,c----------- �,� - -----
f�r� �
DITCH NO. 19
SLOPE DRAIN
B'
0
� $StiIle
pp
S
DITCH NO. 19 G POND ACCESS ROAD
SLOPE DRAIN
\\\ O TOM OF PO Ae
3� EL. 842.00 A /
i
` SKIMMER a to A /
c� 50 /o CLEAN OUT EL. 845.68
Je
POND ACCESS ROAD �OO�L<
EL. 848.51 g
DITCH NO. 20 \\\\\�le IX/ -
/PRINCIPLE SPILLWAY �
B 72" SQUARE CONCRETE RIVR W/ TRASH RACK
AND 50 FT OF 30 IN. CM�i
OUTLET PROTE CTIr
/ EMERGENCY SPILLWAY
POROUS BAFFLES (TYP.) CHUTE SECTION
,,e i I
A' + +
EMERGENCY SPILLWAY \�
LEVEL CONTROL SECTION EL. = 850.41
+ SILT FENCE
PLAN VIEW: SEDIMENT BASIN NO. 6
SCALE: 1" = 50'
Q25 HWD EL. 849.51
900 NORMAL POOL EL. 848.51 900
PRINCIPLE SPILLWAY
50% CLEAN OUT EL. 845.68 72" SQUARE CONCRETE RISER
SKIMMER W/ TRASH RACK AND 50 FT OF
30" CMP
850 �_ 14 ft. CREST 852.0 850
BOTTOM EL. 842.0 21 1.5%
CLASS B STONE EXISTING GROUND
800 OUTLET PROTECTION 800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A'
Scale: 1" = 50'
Q25 HWD EL. 849.51
NORMAL POOL EL. 848.51
900
900
50% CLEAN OUT EL. 845.68
EXISTING GROUND
14 ft.
�I
14 ft.
850
I�
$50
BOTTOM EL.
842.0
(11
14 FT ACCESS
CREST EL. 852.00
800
800
0+00 0+50
1+00 1+50
2+00 2+50
3+00 3+50
FILL MATERIAL
Cross Section B-B'
Scale: 1" = 50'
1TOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
IL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
FLOAT
EMERGENCY SPILLWAY DETAIL
N.T.S.
41.35 ft.
0.59 ft.
1 1.00ft. Freeboard
2 2 I
35.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 35.00
Wetted Perimeter: 37.63
Area of Wetted Cross Section: 21.28
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
OR ARM)
HOSE
TOP VIEW
�VC VENT PIPE
OUTLET PIPE
TER ENTRY UNIT
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 39.08 cfs
Depth of Flow: 0.59 feet
Velocity: 1.84 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 6 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
46.7834 cfs
Water Surface Elevation:
849.51 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 6 Principle Spillway, Drop Pipe
Riser Top Elev:
848.51 ft
Riser Base Elev:
842.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
50.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
846.15 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
46.78 cfs
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
GRATE WATER DISCHARGE OPENING PIPE
(MINOR STORM EVENT)
FLOAT
FLEXIBLE HOSE MUST BE
' ' SECURELY FASTENED TO
STORM WATER ; THE WATER QUALITY
DISCHARGE DISCHARGE OPENING
OPENING
I
---= ' - LEXIBLE HOSE
H L = 1.4 X DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
r) SCHEDULE 40 PVC PIPE
L- (BARREL OR ARM)
1L = = I_II-III-III-III-III-III-III-III-III-1
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - 710M.
I
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FAIRCLOTH & SON WM
W WW. FAI RCLOTH SK I M M ER. COM
STRUCTURE TELEPHONE: (913) 2
FAX: [phone]
EMAIL: [e-mail]
852.00
851.00
850.00
849.00
J 848.00
c
O 847.00
CZ
>
W 846.00
845.00
844.00
843.00
842.00
Stage Storage Curve
SEDIMENT BASIN NO. 6
0.00 0.60 1.20 1.80 2.40 3.00 3.60
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 6
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
842.00
N/A
N/A
0.2034
843.00
N/A
N/A
0.2248
0.2141
1.00
0.2100
0.2100
1.00
844.00
N/A
N/A
0.2463
0.2355
1.00
0.2315
0.4415
2.00
845.00
N/A
N/A
0.2684
0.2574
1.00
0.2532
0.6946
3.00
845.68
N/A
N/A
0.2839
0.2762
0.68
0.1891
0.8837
3.68
846.00
N/A
N/A
0.2911
0.2798
0.32
0.0864
0.9701
4.00
847.00
N/A
N/A
0.3143
0.3027
1.00
0.2983
1.2684
5.00
848.00
N/A
N/A
0.3381
0.3262
1.00
0.3217
1.5901
6.00
848.51
N/A
N/A
0.3505
0.3443
0.51
0.1756
1.7657
6.51
849.00
N/A
N/A
0.3625
0.3503
0.49
0.1701
1.9358
7.00
850.00
N/A
N/A
0.3875
0.3750
1.00
0.3703
2.3061
8.00
850.41
N/A
N/A
0.3971
0.3923
0.41
0.1608
2.4669
8.41
852.00
N/A
N/A
0.4342
0.4108
1.59
0.6562
3.1231
10.00
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1
2
Channel Design (Non -Erodible)
19.61 ft.
n
15.00 ft.
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 15.00
Wetted Perimeter: 15.68
Area of Wetted Cross Section: 2.32
TRASH RACK RISER DETAILS 14 ft.
EL. 852.00
SKIMMER V FREEBOARD
NORMAL POOL EL. 848.51
EXISTING GRADE
50% CLEANOUT EL. 845.68
4' X 4' X 1' CLASS B STONE 1 R-
5
BOTTOM OF POND EL. 842.00-/
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
72" SQUARE CONCRETE RISER
011110 EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 850.41
011111111000000000011110 1' FREEBOARD MIN.
I 2
I 1
I I
CONCRETE I
RISER
6.51 \
I \ \ \ \ \\ \\ \\ \\ \ \\ \\\\
I I
I ____ ________ 1
F n 30" DIA BARREL CMP
�.. .e. . ° •° t
° °a e a d
°a
d a <
°
< e ° d°
a e d e
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
ELEVATION VIEW
N.T.S.
PLAN VIEW
N.T.S.
• -1 ,..ABLE)
I1 F1.1lUtit. Freeboard
2
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 39.06 cfs
Depth of Flow: 0.15 feet
Velocity: 16.81 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Skimmer Design - Sediment Basin SB-6
Required Drawdown Time
3
days
Drawdown Rate
20,109
cf/day
Skimmer Size
4
in
Head on Skimmer
0.333
ft
Calculated Orifice Size
2.242
in
Orifice Diameter (1/4 inch increments)
2.25
in
Actual Dewatering Time
3.45
days
Required Volume
23,292
cf
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
2 Height = Approximately 7'
1 Weight = 17170 lb
Where:
\\ \\\\\\\ \ \\\\\\\ Riser Weight = 17170 lb
Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 Ib/ft3 = 2700 lb
STABILIZED OUTLET Structure Weight = 17170 lb + 2700 lb = 19870 lb
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
Buoyancy = 252 ft' x 62.4 lb/ft' = 15725 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
19870 lb > 15725 lb x 1.25
19870 Ib > 19656 Ib
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Z 1. Portland cement concrete (type II recommended) for the inlet base Q
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supervision and is correct to the best of my O :'oFeSBra; •;
knowledge and belief and that I am a duly cSEAL g•:P
licensed Professional Engineer under the = = p48820 Pz= SHEET NUMBER
laws of the State of North Carolina. : p :, �••�
(Signature) 4�� ht.
Date: 06/07/2022 .! `�'►�' 02CO-H006

' • ' • ° • 1
1 11
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\�
/ POROUS BAFFLES (TYP.)
POND ACCESS ROAD
EMERGENCY SPILLWAY DETAIL
5--- LEVEL CONTROL SECTION
N.T.S.
/ NAD-83
56.6564.
-�0
I2 - 50.00 ft.
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH
CREST OF POND - AND 54 FT OF 36 IN. CMP
EL. 850.00 --- -
50% CLEA -ELX 843.50 -
OUTLET PROTECTION
�X _ _ ------ --- -
- NORMAL POOL EL. 846.34 --
---
84 -
_ X \
LEVEL CONTROL SE
CTION T ON EL. 848.34 X - XA' \
_ / x x�
�x
I�
till
EMERGENCY SPILLWAY x
CHUTE SECTION I
PLAN VIEW: SEDIMENT BASIN NO. 7
Q25 HWD EL. 847.34 -
•11
SKIMMER
50% CLEAN OUT EL. 843.50
850
800
0+00
Q25 HWD EL. 847.34
50% CLEAN OUT EL. 843.50
850
SCALE: 1" = 50'
BOTTOM EL.f840.0
CLASS B STONE J
- NORMAL POOL EL. 846.34 900
EXISTING GROUND
EMERGENCY SPILLWAY
848.34
14 ft. 850
CREST 850.00
(11
OUTLET PROTECTION
800
0+50 1+00 1+50 2+00 2+50
Cross Section A-APRINCIPLE SPILLWAY
Scale: 1" - 50' 72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 54 FT OF 36" CMP
NORMAL POOL EL. 846.34
BOTTOM EL. 840.0
800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
1TOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
IL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
EXISTING GROUND
n• �
v
3+00 3+50
14 ft.
14 FT ACCESS
CREST EL. 850.00
4+00
N.T.S.
•11
1
800
4+50
FLOAT
TOP VIEW
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 50.00
Wetted Perimeter: 52.97
Area of Wetted Cross Section: 34.09
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
REL OR ARM)
IBLE HOSE
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 68.22 cfs
Depth of Flow: 0.66 feet
Velocity: 2.00 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
2,,Ei1+1HGRATE WATER DISCHARGE OPENINGPIPE
H II(MINOR STORM EVENT)FLOAT
III I _ FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO
VENT PIPE -I ; STORM WATER ; THE WATER QUALITY
I DISCHARGE DISCHARGE OPENING
OPENING
OUTLET PIPE--,_
r-
�i
TER ENTRY UNIT ( I
IBLE HOSE
L= 1.4XDEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - =11 I-
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER ° DISCHARGE SYSTEM WITH OUTLET J. W. FRCLO H I SON INC.
WWW. FAIRCLOTSKI MMER. COM
STRUCTURE TELEPHONE: [phone]
FAX: [phone]
EMAIL: [e-mail]
O T OOtft.� board
2
Skimmer Design - Sediment Basin SB-7
Required Drawdown Time
3
days
Drawdown Rate
20,109
cf/day
Skimmer Size
4
in
Head on Skimmer
0.333
ft
Calculated Orifice Size
2.242
in
Orifice Diameter (1/4 inch increments)
2.5
in
Actual DewateringTime
3.40
days
Required Volume
28,350
cf
EMERGENCY SPILLWAY DETAIL
N.T.S.
1
2
29.62
25.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 25.00
Wetted Perimeter: 25.70
Area of Wetted Cross Section: 3.96
IKIOr-M i I HILJ 14 ft.
TRASH RACK
EL. 850.00
SKIMMER 1' FREEBOARD
NORMAL POOL EL. 846.34
EXISTING GRADE
50% CLEANOUT EL. 843.50
4' X 4' X V CLASS B STONE --- l�,�•
BOTTOM OF POND EL. 840.00-/
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 848.34
1' FREEBOARD MIN.
I I 2
I I
I CONCRETE
RISER
F � � 36" DIA BARREL CMP
ZA° A.
-A ° ° d°
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
ELEVATION VIEW
N.T.S.
72" SQUARE CONCRETE RISER ANTI FLOTATION BLOCK (IF APPLICABLE)
T�
° d
° 4. ° 4
• a ° d
°e
•
•
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6-13" 7'-0"
° I
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BARREL CMP
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d ° °
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N.T.S.
2
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Stage Storage Curve
SEDIMENT BASIN NO. 7
850.00
(
0 5
849.00
EMERGENCY
SPILLWAY
(841
848.00
847.00
J
PRINCIPAL
PILLWAY
8
6.34
U)
846.00
2
O
845.00
CZ
a�
LLJ
844.00
ClOUT
LEVE
(843.50)
843.00
842.00
841.00
840.00
0.00
0.60
1.20
1.80
2.40 3.00 3.60
4.20
4.80
5.40
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 7
El
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
840.00
N/A
N/A
0.3761
841.00
N/A
N/A
0.4069 0.3915 1.00
0.3861
0.3861
1.00
842.00
N/A
N/A
0.4374 0.4221 1.00
0.4168
0.8029
2.00
843.00
N/A
N/A
0.4685 0.4530 1.00
0.4475
1.2504
3.00
843.50
N/A
N/A
0.4844 0.4764 0.50
0.2381
1.4885
3.50
844.00
N/A
N/A
0.5003 0.4844 0.50
0.2408
1.7293
4.00
845.00
N/A
N/A
0.5326 0.5164 1.00
0.5108
2.2401
5.00
846.00
N/A
N/A
0.5657 0.5491 1.00
0.5434
2.7835
6.00
846.34
N/A
N/A
0.5771 0.5714 0.34
0.1943
2.9778
6.34
847.00
N/A
N/A
0.5993 0.5825 0.66
0.3824
3.3601
7.00
848.00
N/A
N/A
0.6336 0.6165 1.00
0.6105
3.9706
8.00
848.34
N/A
N/A
0.6445 0.6390 0.34
0.2173
4.1879
8.34
850.00
N/A
N/A
0.6977 0.6657 1.66
1.1085
5.2964
10.00
STRUCTURE
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SEDIMENT BASIN NO. 7 PRINCIPLE SPILLWAY
Outflow
Total Discharge: 78.4987 cfs
Water Surface Elevation: 847.34 ft
Tailwater Elevation: 0.00 ft
Detention Base Elevation: 0.00 ft
0. 1gg fftt� Outlet #1: Sediment Basin 7 Principle Spillway, Drop Pipe
1
5&t. Freeboard Riser Top Elev: 846.34 ft
Riser Base Elev:
2 840.00 ft
Riser Length: 72.00 in
Riser Width: 72.00 in
Orifice Coefficient: 0.50
Weir Coefficient: 3.33
Channel Slope: 50.0000
Culvert Length: 54.00 ft
Manning's n of Channel: 0.0175 Culvert Diameter: 36.00 in
Discharge: 68.24 cfs
Culvert Invert In: 842.87 ft
Depth of Flow: 0.16 feet
Culvert Friction Coefficient: 0.02
Velocity: 17.25 fps
Culvert Entrance Loss Coefficient: 0.90
Channel Lining: Grouted Rock
Rip Rap Discharge: 78.50 cfs
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Freeboard: 1.00 feet
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Demonstrate adequate stability by showing the downward force is a minimum of 1.25
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Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
Height = Approximately 7'
Weight = 17,170 lb
Where:
Riser Weight = 17,170 lb
V
Z
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Z
J
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
O
Q
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Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
Q
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Structure Weight = 17,170 lb + 3675 lb = 20845 lb
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Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
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STABILIZED OUTLET
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Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
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1. Portland cement concrete (type II recommended) for the inlet base Z Z
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2. Where corrugated aluminum or aluminized steel pipe is used, all 0
areas where the pipe is to be in contact with concrete shall be painted with W a a
a black bituminous enamel paint. a
1511!}1l 11/
I hereby certify that this document was +;�•C,c1R�•,r,
prepared by me or under my direct personal, • .. .�
supervision and is correct to the best of my �88r�.1; •;
knowledge and belief and that I am a dulySEAL g•:F
licensed Professional Engineer under the = = p48820 -= SHEET NUMBER
laws of the Statje of North Carolina.
(Signature) 02C0-H007
Date: 06/07/2022 �0-) Ilii�'�',`

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NORMAL POOL
EL.832.0 \
A'/
SLOPE DRAIN \
AND 60 FT OF 36 IN_. CMP /42
j L DITCH NO.
\ / / BOTTO OF PO
.82800
.
EMERGENCY SPILLWAY I / �
LEVEL CONTROL SECTION EL. - 834.06
Ille
EMERGENCY SPILLWAY
X�XUT�Q X
OUTLET PROTECTION
DITCH NO.
38 /42
DITCH NO. X " ^ - X
FLOAT
TOP VIEW
PLAN VIEW: SEDIMENT BASIN NO. 16
SCALE: 1" = 50'
SEDIMENT BASIN NO. 16 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
74.00 cfs
Water Surface Elevation:
832.95 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Primary Spillway, Drop Pipe
Riser Top Elev:
832.00 ft
Riser Base Elev:
828.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
60.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
828.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
74.00 cfs
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
REL OR ARM)
IBLE HOSE
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
EN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
ERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
WATER ' I�IH II GRATE (MINOR DISCHARGE
OP
ENING
NING PIPE
FLOAT
FLEXIBLE HOSE MUST BE
' SECURELY FASTENED TO
VENT PIPE I ; STORM WATER -D E ARWATER
QUALITY
DISCHARGEOPENING
OPENING
OUTLET PIPE _
- -' - -
_ H
ATER ENTRY UNIT ( I
IBLE HOSE
L = 1.4 X DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OFF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
EAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
W W W. FAI R CLOTH SK I M M ER. COM
STRUCTURE TELEPHONE: (919) 2
FAX: [phone]
EMAIL: WARREN OFAIRCLOTHSKIMMER.COM
EMERGENCY SPILLWAY DETAIL
N.T.S.
77 ft.
30.00 ft.
EMERGENCY SPILLWAY DETAIL
N.T.S.
1
2
•11
CREST 836.00
850
OUTLET PROTECTION-\
800
0+00 0+50
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/TRASH RACK
AND 60' OF 36" CMP
66 ft.
25.00 ft.
50% CLEAN OUT EL. 830.2
Q25 HWD EL. 832.95
SKIMMER
114 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 30.00
Wetted Perimeter: 34.21
Area of Wetted Cross Section: 30.05
1. Oft. Freeboard Channel Slope: 0.1000
0.94 ft. _T_ Manning's n of Channel: 0.0175
Discharge: 74.01 cfs
Depth of Flow: 0.94 feet
Velocity: 2.46 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 25.00
Wetted Perimeter: 25.73
Area of Wetted Cross Section: 4.16
0.16 ft.
1
1.00ft. Freeboard
Channel Slope: 50.0000
2
T
j
Manning's n of Channel: 0.0175
Discharge: 74.01 cfs
Depth of Flow: 0.16 feet
Velocity: 17.81 fps
Channel Lining: Grouted Rock Rip -Rap
Freeboard: 1.00 feet
NORMAL POOL EL. 832.0
BOTTOM EL. 828.00
CLASS B STONE
1+00 1+50 2+00 2+50
Cross Section A -A'
Scale: 1" = 50'
EXISTING GROUND
3+00 3+50
900 900
50% CLEAN OUT EL. 830.2 NORMAL POOL EL. 832.0
Q25 HWD EL. 832.95 EXISTING GROUND
850 I I 850
14 ft. 14 ft.
T1
? ---- -- T
CREST 836.00 BOTTOM EL. 828.00
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00
Cross Section B-B'
Scale: 1" = 50'
4+00
•11
1
800
4+50
Skimmer Design - Sediment Basin SB-16
Required Drawdown Time
3
days
Drawdown Rate
51,840
cf/day
Skimmer Size
6
in
Head on Orifice
0.417
ft
Calculated Orifice Size
3.404
in
Orifice Diameter (1/4 inch increments)
2.75
in
Actual DewateringTime
3.04
days
Required Volume
34,3081
cf
RISER DETAILS 1 14 ft.
TRASH RACK
EL. 836.00
SKIMMER\ 1' FREEBOARD
NORMAL POOL EL. 832.0 177
EXISTING GRAD
50% CLEANOUT EL. 830.2
4' X 4' X 1' CLASS B STONE \ nr�
BOTTOM OF POND EL. 828.00-/
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
72" SQUARE CONCRETE RISER
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 834.06
1' FREEBOARD MIN.
I 1 2
I I 1
I E I
I CONCRETE I
j RISER I \\ \\ \\ \ \ \ \\\ \\ \\ \\ \\ \\ \\ \\ \ \ \ \ \ \ \\ \
I 4.0' I \ \ \ \ \ \\ \\ \\ \\ \\ \ \\
I I
I I
36 DIA BARREL CMP
. d
• e
a . ° °
< 4 ° °a
a d °
° ° v d • e
a • < ° d°
ELEVATION VIEW ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
N.T.S.
PLAN VIEW
N.T.S.
HtiLt)
W
Stage Storage Curve
Sediment Basin No. 16
836.00
835.00
834.00
833.00
832.00
831.00
830.00
829.00
828.00
827.00
826.00
OF STRUCTURE
Y (834.06)
0.00
0.60 1.20
1.80 2.40 3.00 3.60 4.20
4.80 5.40
6.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 16
-
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
-
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
826.00
N/A
N/A
0.4004
827.00
N/A
N/A
0.4338 0.4171 1.00
0.4106
0.4106
1.00
828.00
N/A
N/A
0.4670 0.4504 1.00
0.4441
0.8548
2.00
829.00
N/A
N/A
0.5007 0.4839 1.00
0.4775
1.3323
3.00
830.00
N/A
N/A
0.5351 0.5179 1.00
0.5115
1.8437
4.00
830.20
N/A
N/A
0.5421 0.5386 0.20
0.1077
1.9514
4.20
831.00
N/A
N/A
0.5701 0.5526 0.80
0.4383
2.3898
5.00
832.00
N/A
N/A
0.6056 0.5878 1.00
0.5812
2.9709
6.00
833.00
N/A
N/A
0.6417 0.6237 1.00
0.6168
3.5878
7.00
834.00
N/A
N/A
0.6784 0.6600 1.00
0.6531
4.2409
8.00
834.06
N/A
N/A
0.6804 0.6794 0.06
0.0408
4.2816
8.06
836.00
N/A
N/A
0.7467 0.7126 1.94
1.3776
5.6592
10.00
FILL MATERIAL
2'�
^'!TOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
Height = 4.0'
Weight = 11,320 lb
2
1
Where:
Riser Weight = 11,320 lb
\\\\\\\\\\\ \ \\\\\
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
Structure Weight = 11,320 lb + 3,675 lb = 14,995 lb
STABILIZED OUTLET
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
Buoyancy = 144 ft' x 62.4 Ib/ft3 = 8985.6 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
14,995 lb > 8985.6 lb x 1.25
14,995 Ib > 11,232 lb
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1. Portland cement concrete (type II recommended) for the inlet base
0 Z
shall have a minimum compressive strength of 4,000 psi.
M
2. Where corrugated aluminum or aluminized steel pipe is used, all
ID U)
areas where the pipe is to be in contact with concrete shall be painted with
LU a
a black bituminous enamel paint.
a
1�1111i!!/1
1 hereby certify that this document was ';�>
•CARO',,,
prepared by me or under my direct personal '�
supervision and is correct to the best of my Q ; •flFsSro,.r i
knowledge and belief and that I am a duly SEAL
licensed Professional Engineer under the :: 048820 =
Statp Carolina.
SHEET NUMBER
laws of the of North
���. P •;
. MQIM,-
ti:
(Signature) l+j!
$��
Date: 06/07/2022 � �����(..�'
02CO-JO04

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SCALE: 1" = 40'
I hereby certify that this document was �,�+ `\A �Apo•,,,
prepared by me or under my direct personal Q` � •.ssi •' < :J
supervision and is correct to the best of my Q
knowledge and belief and that I am a duly ` Z� Q SEALS :F
licensed Professional Engineer under the = = 048820 =
laws of the State of North Carolina.
(Signature) .�,`rr r,R' $ •��'� `4`•r
Date: 06/07/2022
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SHEET NUMBER
02CO-KO04

TRENCH
WALL
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SECTION
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT
TRACTOR (D-4 OR LIGHTER) EQUIPMENT.
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS.
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180.
3. MONITORING OF THE TWO RADIUS ARCH STRUCTURE IS REQUIRED
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF
THE STRUCTURE.
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING
COMPACTION METHODS AND EQUIPMENT.
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT
APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE.
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE
FIRST SEVERAL INCHES OF FILL OVER THE CROWN.
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 %
PER AASHTO T-180.
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT
YOUR LOCAL CONTECH REPRESENTATIVE.
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES -
SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY
FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL
MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED
CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL.
BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8"
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED
FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON -WOVEN
GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN
SITU MATERIAL.
DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE
NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER
MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS
(HEAVIER THAN D-4).
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION,
REFERENCE AASHTO M-145
GROUP CLASSIFICATION
A-1-a
A-1-b
Sieve Analysis Percent Passing
No. 10 (2.000 mm)
50 max.
----
No. 40 (0.425 mm)
30 max.
50 max.
No. 200 (0.075 mm)
15 max.
25 max.
Atterberg Limits for Fraction Passing No.40 (0.425 mm)
Liquid Limits
----
----
Plasticity Index
6 max.
5 max.
Usual Materials
Stone Fragment,
Gravel and Sand
Modified from AASHTO M-145
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and
typically classified by AASHTO M-145 as A-3 Materials should not be used.
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a.
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for
Engineering Purposes (United Soil Classification System), for comparable soil groups.
1.0 STANDARDS AND DEFINITIONS
1.1 STANDARDS -All standards refer to the current ASTM/AASHTO
edition unless otherwise noted.
1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for
Fleld-Bolled Pipe, Pipe -Arches and Arches"
(AASHTO Designation M-167).
1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12
Division I - Design, AASHTO LRFD Bridge Design Specifications
Section 12.
1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26
Division II - Construction. AASHTO LRFD Bridge Construction
Specifications - Section 26. ASTM A807. Standard Practice for
Installing Corrugated Steel Structural Plate Pipe.
1.2 DEFINITIONS
1.2.1 Owner - In these specifications the word "Owner" shall mean
PIEDMONT LITHIUM CAROLINAS, INC.
1.2.2 Engineer - In these specifications the word "Engineer" shall mean the
Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC.
1.2.3 Manufacturer - In these specifications the word "Manufacturer"
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
PATRICK IMHOF.
1.2.4 Contractor - In these specifications the word "Contractor" shall
mean the firm or corporation undertaking the execution of any
installation work under the terms of these specifications.
1.2.5 Approved - In these specifications the word "approved" shall
refer to the approved of the Engineer or his designated
representative.
1.2.6 As Directed - In these specifications the words "as directed" shall
refer to the directions to the Contractor from the Owner and his
designated representative.
2.0 GENERAL CONDITIONS
2.1 Any Installation provided herein shall be endorsed by the Engineer,
discrepancies herein are governed by the Engineer"s plans and
specifications.
2.2 The Contractor shall furnish all labor, material and equipment and
perform all work and services except those set out and furnished by
the Owner, necessary to complete in a satisfactory manner the site
preparation, excavation, filling, compaction, grading as shown on the
plans and as described therein. This work shall consist of all
mobilization clearing and grading, grubbing, stripping, removal of
existing material unless otherwise stated, preparation of the land to
be filled, filling of the land, spreading and compaction of the fill, and
all subsidiary work necessary to complete the grading of the cut and
fill areas to conform with the lines, grades, slopes and specifications.
This work is to be accomplished under the observation of the Owner
or his designated representative.
2.3 Prior to bidding the work the Contractor shall examine, investigate and
inspect the construction site as to the nature and location of the work,
and the general and local conditions at the construction site, including
without limitation, the character of surface or subsurface conditions
and obstacles to be encountered on and around the construction site
and shall make such additional investigation as he may deem
necessary for the planning and proper execution of the work.
If conditions other than those indicated are discovered by the
Contractor, the Owner shall be notified immediately. The material
which the Contractor believes to be a changed condition shall not be
disturbed so that the owner can investigate the condition.
3.0 ASSEMBLY AND INSTALLATION
3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius
arch structure shall be assembled in accordance with the plate layout drawings
provided by the Manufacturer and per the Manufacturer's recommendations.
Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs.
3.2 The single radius arch structure shall be installed in accordance with the plans and
specifications, the Manufacturer's recommendations, and AASHTO Standard
Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO
LRFD Bridge Construction Specifications - Section 26.
3.3 Trench excavation shall be made in embankment material that is structurally
adequate. The trench width shall be shown on the plans. Poor quality in situ
embankment material must be removed and replaced with suitable backfill as
directed by the engineer.
3.4 The structure shall be assembled in accordance with the Manufactures's instructions.
All plates shall be unloaded and handled with reasonable care. Plates shall not be
rolled or dragged over gravel rock and shall be prevented from striking rock or other
hard objects during placement in trench or on bedding.
3.5 The structure shall be backfilled using clean well graded granular material. Backfill
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
lift shall be compacted to the specified density.
3.6 If temporary construction vehicles are required to cross the structure, it is the
Contractor's responsibility to contact the Engineer to determine the amount of
additional minimum cover necessary to handle the specific loading condition.
Normal highway traffic is not allowed to cross the structure until the structure has
been backfilled. If the road is unpaved, cover allowance to accommodate rutting
shall be as directed by the Engineer.
4.0 EROSION AND SEDIMENT CONTROL
2.4 The construction shall be performed under the direction of the Engineer.
2.5 All aspects of the structure design and site layout including foundations,
backfill and treatments and necessary scour consideration shall be
performed by the Engineer.
4.1 Construct Skimmer Basin or Sediment Trap as designed with temporary diversions.
4.2 As construction of the crossing progresses, construct slope drains and update
temporary diversions to direct all runoff to designed Skimmer Basin or Sediment
Trap. Upon completion of crossing, install permanent diversion ditches to direct all
surface water runoff to applicable designed sediment structure.
i111!}i!e!�
I hereby certify that this document was +�+1�•CARO�'�,
prepared by me or under my direct personal, • .. .�
supervision and is correct to the best of my Q :'oF�ssr�.r;•;/
knowledge and belief and that I am a duly SEAL
licensed Professional Engineer under the = = 048820 =
laws of the Stptp of North Carolina. :, P •;'
(Signature)
Date: 06/07/2022 ��lc�7t-Gc% ✓�l <<+'''+
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SHEET NUMBER
02CO-KO05

3 0
SLOPE DRAIN
7
50% CLEAN OUT EL. 784K
/ POROUS BAFFLES (TY
NORMAL POOL EL. 78
/ SKIMMED
PRINCIPLE SPI I WAY T O P
0
72 SQUARE RISER W/ TRAS L CK � � /�
AND 80 FT OF 60 IN CMP /
EMERGENCY SPILLWAY t1VEL
CONTROL SECTION EL. 90.11
40000
EMERGENCY SPILLWAY
CHUTE SECTION
OUTLET PROTECTION
SLOPE DRAIN
f1 r S1�L
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PLAN VIEW: SEDIMENT BASIN NO. 18
SCALE: 1" = 50'
EMERGENCY SPILLWAY DETAIL
I' �'Ii�iIV
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WAS I
850
EXISTING GROUND
14 ft. Access
800
D'7
750
0+00 0+50 1+00 1+50
850
750
0+00
50% CLEAN OUT EL. 784.E NORMAL POOL EL. 787.0
Q25 HWD EL. 790.10
SKIMMER-, CREST 792.0
BOTTOM EL. 782.0
CLASS B STONE
2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
50% CLEAN OUT EL. 784.6
Q25 HWD EL. 790.10
BOTTOM EL. 782.0
850
OUTLET PROTECTION
14 ft. 800
750
3+50 4 0 4+50 5+00 5+50
PRINCIPAL SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 80' OF 60" CMP
NORMAL POOL EL. 787.0
CREST 792.0
0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
SKIMMER
NORMAL POOL EL. 787.0 r
EXISTING GRADE
50% CLEANOUT EL. 784.1 r
4' X 4' X V CLASS B STONE
BOTTOM OF POND EL. 782.0
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
RISER DETAILS
4+00
14 ft.
I I EL. 792.00
1- FREEBOARD
EMERGENCY SPILLWAY DEPTH I EMERGENCY SPILLWAY EL. 790.1
V FREEBOARD MIN.
-� 2
1F
CONCRETE
RISER
5
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ELEVATION VIEW
N.T.S.
72" SQUARE CONCRETE RISER
. ° • /
Z. , 4.• • ° • • Q d
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d. •
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2
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792.00
791.00
790.00
789.00
U) 788.00
2
O 787.00
a�
LLI 786.00
785.00
784.00
783.00
782.00
Stage Storage Curve
Sediment Basin No. 18
N.T.S.
STRUCTURE
11)
0.00
2.00 4.00
6.00
8.00 10.00 12.00 14.00 16.00 18.00
20.00 22.00 24.00
Accumulative Storage (Acre -Ft)
Storage volume computations
800
Sediment Basin No. 18
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
782.00
N/A
N/A
1.9701
750
784.00
N/A
N/A
2.0784 2.0243 2.00
4.0482
4.0482
2.00
784.60
N/A
N/A
2.1119 2.0951 0.60
1.2571
5.3053
2.60
5+00 5+50
786.00
N/A
N/A
2.1901 2.1342 1.40
3.0111
8.3165
4.00
2.2186 1.00
2.2186
10.5350
5.00
787.00
N/A
N/A
2.2471
788.00
N/A
N/A
2.3041 2.2471 1.00
2.2753
12.8103
6.00
790.00
N/A
N/A
2.4206 2.3624 2.00
4.7243
17.5347
8.00
790.11
N/A
N/A
2.4272 2.4239 0.11
0.2666
17.8013
8.11
2.4805 1.89
4.6942
22.4955
10.00
792.00
N/A
N/A
2.5404
60" DIA BARREL CMP
STABILIZED OUTLET
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
ANTI -FLOTATION BLOCK (IF APPLICABLE)
CMP
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times
the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
Height = Approximately 5'
Weight = 13,270 lb
Where:
Riser Weight = 13,270 lb
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Concrete Base = (8 ft x 8 ft x .5 ft) x 150 lb/ft' = 4,800 lb
Structure Weight = 13,270 lb + 4,800 lb = 18,070 lb
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 162 ft' x 62.4 lb/ft' = 10,108.8 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18,070 lb > 10,108.8 lb x 1.25
18,070 lb > 12,636 lb
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
N.T.S.
1.00ft. Freeboard
0.89 ft.
2
115.00 ft.
Trapezoidal Channel
Equal Side Slopes
Channel Lining:
Grouted Rock Rip -Rap
Channel Design (Non -Erodible)
Wetted Perimeter: 118.97
Discharge: 254.17 cfs
Area of Wetted Cross Section: 103.72
Depth of Flow: 0.89 feet
Channel Type: Trapezoidal, Equal Side Slopes
Velocity: 2.45 fps
Dimensions: Left Side Slope 2.00:1
Channel Slope: 0.1000
Right Side Slope 2.00:1
Manning's n of Channel: 0.0175
Channel Lining: Grouted Rock Rip -Rap
Base Dimension: 115.00
Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1
2
80.00 ft.
Trapezoidal Channel
Equal Side Slopes
Channel Lining: Grouted Rock Rip -Rap
Channel Design (Non -Erodible) Wetted Perimeter: 80.77
Area of Wetted Cross Section: 13.77
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Channel Slope: 50.0000
Right Side Slope 2.00:1 Manning's n of Channel: 0.0175
Base Dimension: 80.00
Discharge: 254.24 cfs
Depth of Flow: 0.17 feet
Velocity: 18.46 fps
Channel Lining: Grouted Rock Rip -Rap
Freeboard: 1.00 feet
0.17 ft.
1 1.00ft. Freeboard
2 T
FILL MATERIAL--\
1
2' �I
r' r "TOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
Required Drawdown Time
3
days
Drawdown Rate
51,840
cf/day
Skimmer Size
6
in
Head on Orifice
0.417
ft
Calculated Orifice Size
3.404
in
Orifice Diameter (1/4 inch increments)
3.5
in
Actual Dewatering Time
3.35
days
Required Volume
61,254
cf
SEDIMENT BASIN NO. 18 PRINCIPAL SPILLWAY
Outflow
Total Discharge:
254.17 cfs
Water Surface Elevation:
789.10 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Primary Spillway, Drop Pipe
Riser Top Elev:
786.00 ft
Riser Base Elev:
781.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
80.00 ft
Culvert Diameter:
60.00 in
Culvert Invert In:
780.00 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient: 0.90
Discharge: 254.17 cfs
1 hereby certify that this document was
,��OrO.,'`f
prepared by me or under my direct personal,
,..••...,
•'.
supervision and is correct to the best of my
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3' "
knowledge and belief and that I am a duly
L'•;
licensed Professional Engineer under the
= 048820 4cz=
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laws of the Stat of North Carolina.
Date- 06107i2022
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02CO-L003

7
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FLOOD PLAIN 30'1
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Proposed Haulroad Grade
700 700
12+00 12+40 12+80 13+20 13+60 14+00 14+40 14+80
HAUL ROAD PROFILE STATION 12+00 - 14+80
STREAM CROSSING NO. 2
SCALE. 1 — 40
I hereby certify that this document was
prepared by me or under my direct personal f,
supervision and is correct to the best of my Q •flFSrp`.,
knowledge and belief and that I am a duly =� Q SEAL
licensed Professional Engineer under the = = 048820 =
laws of the State off North /JCarolina. ^. �=
(Signature) '�,�+i/$,��+t�+,
Date: 06/07/2022���G1��''r i
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02CO-L004

TRENCH
CONDITION
8.0' BACKFILL WIDTH
SEE NOTE #1
TRENCH
WALL
NATURAL
UNDISTURBED
EMBANKMENT
REINFORCED CONCRETE
FOOTING
70'-0" MINIMUM LIMITS OF COMPACTED SELECT
GRANULAR STRUCTURAL BACKFILL
4'-0" MIN. COVER
_ FILL MATERIAL ABOVE
MIN. COVER LEVEL
I
BRIDGECOR
SINGLE RADIUS
ARCH
SPAN
SECTION
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT
TRACTOR (D-4 OR LIGHTER) EQUIPMENT.
A I /1 T r r�
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS.
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180.
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF
THE STRUCTURE.
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING
COMPACTION METHODS AND EQUIPMENT.
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT
APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE.
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE
FIRST SEVERAL INCHES OF FILL OVER THE CROWN.
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 %
PER AASHTO T-180.
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT
YOUR LOCAL CONTECH REPRESENTATIVE.
OVERALL HEIGHT OF
COVER = 8'-0"
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EMBANKMENT
CONDITION
8.0' BACKFILL WIDTH
SEE NOTE #1
8" LOOSE LIFTS
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES:
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SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY
FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL
MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED
CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL.
BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8"
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED
FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON -WOVEN
GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN
SITU MATERIAL.
DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE
NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER
MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS
(HEAVIER THAN D-4).
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION,
REFERENCE AASHTO M-145
GROUP CLASSIFICATION
A-1-a
A-1-b
Sieve Analysis Percent Passing
No. 10 (2.000 mm)
50 max.
----
No. 40 (0.425 mm)
30 max.
50 max.
No. 200 (0.075 mm)
15 max.
25 max.
Atterberg Limits for Fraction Passing No.40 (0.425 mm)
Liquid Limits
----
----
Plasticity Index
6 max.
5 max.
Usual Materials
Stone Fragment,
Gravel and Sand
Modified from AASHTO M-145
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and
typically classified by AASHTO M-145 as A-3 Materials should not be used.
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a.
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for
Engineering Purposes (United Soil Classification System), for comparable soil groups.
1.0 STANDARDS AND DEFINITIONS
1.1 STANDARDS -All standards refer to the current ASTM/AASHTO
edition unless otherwise noted.
1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for
Fleld-Bolled Pipe, Pipe -Arches and Arches"
(AASHTO Designation M-167).
1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12
Division I - Design, AASHTO LRFD Bridge Design Specifications
Section 12.
3.0 ASSEMBLY AND INSTALLATION
3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius
arch structure shall be assembled in accordance with the plate layout drawings
provided by the Manufacturer and per the Manufacturer's recommendations.
Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs.
3.2 The single radius arch structure shall be installed in accordance with the plans and
specifications, the Manufacturer's recommendations, and AASHTO Standard
Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO
LRFD Bridge Construction Specifications - Section 26.
1.1.3
AASHTO Standard Specification for Highway Bridges -Section 26
3.3 Trench excavation shall be made in embankment material that is structurally
Division II - Construction. AASHTO LRFD Bridge Construction
adequate. The trench width shall be shown on the plans. Poor quality in situ
Specifications - Section 26. ASTM A807. Standard Practice for
embankment material must be removed and replaced with suitable backfill as
Installing Corrugated Steel Structural Plate Pipe.
directed by the engineer.
1.2 DEFINITIONS
3.4 The structure shall be assembled in accordance with the Manufactures's instructions.
1.2.1
Owner - In these specifications the word "Owner" shall mean
All plates shall be unloaded and handled with reasonable care. Plates shall not be
PIEDMONT LITHIUM CAROLINAS, INC.
rolled or dragged over gravel rock and shall be prevented from striking rock or other
hard objects during placement in trench or on bedding.
1.2.2
Engineer - In these specifications the word "Engineer" shall mean the
3.5 The structure shall be backfilled using clean well graded granular material. Backfill
Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC.
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
1.2.3
Manufacturer - In these specifications the word "Manufacturer"
lift shall be compacted to the specified density.
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
3.6 If temporary construction vehicles are required to cross the structure, it is the
PATRICK IMHOF.
Contractor's responsibility to contact the Engineer to determine the amount of
1.2.4
Contractor - In these specifications the word "Contractor" shall
additional minimum cover necessary to handle the specific loading condition.
mean the firm or corporation undertaking the execution of any
installation work under the terms of these specifications.
Normal highway traffic is not allowed to cross the structure until the structure has
been backfilled. If the road is unpaved, cover allowance to accommodate rutting
1.2.5
Approved - In these specifications the word "approved" shall
shall be as directed by the Engineer.
refer to the approved of the Engineer or his designated
representative.
1.2.6 As Directed - In these specifications the words "as directed" shall 4.0
refer to the directions to the Contractor from the Owner and his
designated representative.
2.0 GENERAL CONDITIONS
2.1 Any Installation provided herein shall be endorsed by the Engineer,
discrepancies herein are governed by the Engineer"s plans and
specifications.
2.2 The Contractor shall furnish all labor, material and equipment and
perform all work and services except those set out and furnished by
the Owner, necessary to complete in a satisfactory manner the site
preparation, excavation, filling, compaction, grading as shown on the
plans and as described therein. This work shall consist of all
mobilization clearing and grading, grubbing, stripping, removal of
existing material unless otherwise stated, preparation of the land to
be filled, filling of the land, spreading and compaction of the fill, and
all subsidiary work necessary to complete the grading of the cut and
fill areas to conform with the lines, grades, slopes and specifications.
This work is to be accomplished under the observation of the Owner
or his designated representative.
2.3 Prior to bidding the work the Contractor shall examine, investigate and
inspect the construction site as to the nature and location of the work,
and the general and local conditions at the construction site, including
without limitation, the character of surface or subsurface conditions
and obstacles to be encountered on and around the construction site
and shall make such additional investigation as he may deem
necessary for the planning and proper execution of the work.
If conditions other than those indicated are discovered by the
Contractor, the Owner shall be notified immediately. The material
which the Contractor believes to be a changed condition shall not be
disturbed so that the owner can investigate the condition.
2.4 The construction shall be performed under the direction of the Engineer.
2.5 All aspects of the structure design and site layout including foundations,
backfill and treatments and necessary scour consideration shall be
performed by the Engineer.
EROSION AND SEDIMENT CONTROL
4.1 Construct Skimmer Basin or Sediment Trap as designed with temporary diversions.
4.2 Construct temporary stream crossings as shown in general details.
4.3 As construction of the crossing progresses, construct slope drains and update
temporary diversions to direct all runoff to designed Skimmer Basin or Sediment
Trap. Upon completion of crossing, install permanent diversion ditches to direct all
surface water runoff to applicable designed sediment structure.
I hereby certify that this document was L%%%%t` 'CAS '1,11,
prepared by me or under my direct personal % L O f
supervision and is correct to the best of my �� O:'a�s��o.�
knowledge and belief and that I am a duly Z A� SEAL �.'7
licensed Professional Engineer under the = = 048820 PZ Z-
laws of the State of North Carolina. 7
(Signature)
Date: 06/07/2022 ►i I Olt'\1`
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SHEET NUMBER
02C0-P003

NORMAL POOL EL. 776.27 7 j SLOPE DRAIN
PRINCIPLE SPILLWAY 72" SQUARE
CONCRETE RISER W/ TRASH RACK
50% CLEAN OUT EL. 773.19 AND 60 FT OF 24 IN. CMP
\
EMERGENCY SPILLWAY `PO
LEVEL CONTROL SECTION EL. = 777.27 00\
/
OUTLET PROTECTION \,
i< 0 Coo I
TT00
/ IX PO D
k 76 .00
EMERGENCY SPILLWAY
- X CHUTE SECTION i
�X FLUME , /
X POROUS BAFFLES (TYP.) SLOPE DRAINS
f /
DITCH NO. 28
FLUME
/ k
/ o
FLOAT
TOP VIEW
PLAN VIEW: SEDIMENT BASIN NO. 11
SCALE: 1" = 50'
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
2EL OR ARM)
BLE HOSE
'I+I-'H II GRATE
C VENT PIPE I I ; STORM WATER
-I DISCHARGE
OPENING
OUTLET PIPE--\
, r--
,I
_ H
li I
ATER ENTRY UNIT ( I
I...
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
26.93 ft.
O
2 _
/ 20.00 ft.
UME
1.00ft. Freeboard
EMERGENCY SPILLWAY DETAIL Channel Design (Non -Erodible)
I /
CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
N.T.S. Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
1 Base Dimension: 10.00
Wetted Perimeter: 10.77
14.69 ft. Area of Wetted Cross Section: 1.79
0.17
1 1 1.0 t ft. Freeboard Channel Slope: 50.0000
2 2 Manning's n of Channel: 0.0175
10.00 ft.�
Discharge: 32.48 cfs
Depth of Flow: 0.17 feet
Velocity: 18.15 fps
C\1 00
00
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 773.19
SKIMMER
Q25 HWD EL. 777.27 NORMAL POOL EL. 776.27
800 800
EXISTING GROUND
CREST 780.00 10 ft. 21
21
BOTTOM EL. 768.00
750 CLASS B STONE 750
OUTLET PROTECTION 0+00 0+50 1+00 1+50 2+00
(SEE SHEET 34 OF 34)
Cross Section A -A'
PRINCIPLE SPILLWAY Scale: 1" - 50'
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 60 FT OF 24" CMP
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 23.27
Area of Wetted Cross Section: 15.72
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 32.48 cfs
Depth of Flow: 0.73 feet
Velocity: 2.07 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 773.19
/ Q25 HWD EL. 777.27
NORMAL POOL EL. 776.27
800 I I 800
�I 10 ft. 10 ft.
Z 2' 7 21
BOTTOM EL. 768.00
750 750
0+00 0+50 1+00 1+50 2+00 2+50 3+00
Cross Section B-B' 10 FT ACCESS
CREST EL. 780.00
Scale: 1" = 50'
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
THEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
EMERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
WATER DISCHARGE OPENING PIPE
(MINOR STORM EVENT)
FLEXIBLE HOSE MUST BE LOAT
_SECURELY FASTENED TO
THE WATER QUALITY
DISCHARGE OPENING
BILE HOSE
L = 1.4 X DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - -
(NO SCALE) MINIMIZE CHANCE OF -
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
EAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FAIRCLOTH &SONMER INC.
W W W. FAI R CLOTH SK I M M ER. INC.
STRUCTURE TELEPHONE: [phone]
FAX: [phone]
EMAIL: W
ARRENOFAIRCLOTH SKIMMER. COM
Skimmer Design - Sediment Basin SB-11
Required Drawdown Time
3
days
Drawdown Rate
9,774
cf/day
Skimmer Size
3
in
Head on Skimmer
0.25
ft
Calculated Orifice Size
1.680
in
Orifice Diameter (1/4 inch increments)
2
in
Actual Dewatering Time
2.92
days
Required Volume
13,5001
cf
SEDIMENT BASIN NO. 11 PRINCIPLE SPILLWAY
..R
Total Discharge:
38.9828 cfs
Water Surface Elevation:
777.27 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 11
Principle Spillway, Drop Pipe
Riser Top Elev:
776.27 ft
Riser Base Elev:
768.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
60.00 ft
Culvert Diameter:
24.00 in
Culvert Invert In:
771.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
38.98 cfs
TRASH RACK RISER DETAILS 1 14ft.
EL. 780.00
SKIMMER 1' FREEBOARD
NORMAL POOL EL. 776.27
EXISTING GRADE
50% CLEANOUT EL. 773.19
4' X 4' X V CLASS B STONE S
BOTTOM OF POND EL. 768.00-/
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
72" SQUARE CONCRETE RISER
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 777.27
1' FREEBOARD MIN.
I I 2
I I 1F
I E I
I CONCRETE I
1 RISERkmm
I ____ • _________ I
, 24" DIA BARREL CMP
Z44
° d
°a a
d4'°a• a da
A d
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
ELEVATION VIEW
N.T.S.
PLAN VIEW
N.T.S.
;ABLE)
Stage Storage Curve
SEDIMENT BASIN NO. 11
780.00
779.00
778.00
777.00
J 776.00
U)
2
C 775.00
0
j 774.00
W 773.00
772.00
771.00
770.00
769.00
768.00
TOP OF S F
(780.00)
UCTURE
0.00
0.50
1.00 1.50
2.00
2.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 11
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
-
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
768.00
N/A
N/A
0.0713
-
770.00
N/A
N/A
0.1071 0.0892 2.00
0.1716
0.1716
2.00
772.00
N/A
N/A
0.1455 0.1263 2.00
0.2450
0.4166
4.00
773.19
N/A
N/A
0.1701 0.1578 1.19
0.1874
0.6039
5.19
774.00
N/A
N/A
0.1869 0.1662 0.81
0.1369
0.7408
6.00
776.00
N/A
N/A
0.2316 0.2092 2.00
0.4098
1.1506
8.00
776.27
N/A
N/A
0.2381 0.2348 0.27
0.0634
1.2140
8.27
777.27
N/A
N/A
0.2620 0.2468 1.00
0.2500
1.4640
9.27
778.00
N/A
N/A
0.2794 0.2555 0.73
0.1882
1.6522
10.00
780.00
N/A
N/A
0.3255 0.3024 2.00
0.6002
2.2524
12.00
FILL MATERIAL
r ri JTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
Height = Approximately 9'
2 Weight = 21,070 Ib
-11
Where:
Riser Weight = 21,070 Ib
\ \ \ Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Concrete Base = (7 ft x 7 ft x 0.75 ft) x 150 Ib/ft3 = 5,512.5 Ib
Structure Weight = 21,070 Ib + 5,512.5 Ib = 26,582.5 Ib
STABILIZED OUTLET Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
Buoyancy = 324 ft' x 62.4 lb/ft' = 20,217.6 Ib
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
26,582.5 Ib > 20,217.6 Ib x 1.25
26,582.5 Ib > 25,272 Ib
NOTES
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1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi. 0
2. Where corrugated aluminum or aluminized steel pipe is used, all W a
areas where the pipe is to be in contact with concrete shall be painted with a
a black bituminous enamel paint.
1 hereby certify that this document was .,*';�1�•cA�i��'-,
prepared by me or under my direct personal,
supervision and is correct to the best of my Q ; •flFSrp,.r i
knowledge and belief and that I am a duly
licensed Professional Engineer under the g4gg20 = SHEET NUMBER
laws of the Stateof North Carolina. ���. P
(Signature) �'��`rl+j! $ '�N1�,�+`�
Date: 06/07/2022 ;11 % 1, 02CO-P004

kM
FLUME
FLUME
FLOAT
TOP VIEW
i�
FLUME
BOTTOM OF POND
EL. 7 1.00
0
O
O
r`
Ij
W
E-+
U
r
DITCH NO. 35
X ! EMERGENCY SPILLWAY DETAIL
/ LEVEL CONTROL SECTION
i
/ N.T.S.
BITCH 0.32
k
46.75 ft.
� S OPE DRAIN 2 I 2
B l/ (• 40.00 ft.
+ / N D-83
INC SPCS
+�
+
/ 1
+ Channel Design (Non -Erodible)
EMERGENCY SPILLWAY DETAIL Channel Type: Trapezoidal, Equal Side Slopes
+ CHUTE SECTION Dimensions: Left Side Slope 2.00:1
+ Right Side Slope 2.00:1
-- J N.T.S.
/ Base Dimension: 20.00
i
Wetted Perimeter: 20.72
50% CLEAN OUT EL. 753.93 Area of Wetted Cross Section: 3.29
�+ NORMAL POOL EL. 756.31 24.65 ft.
'�- 0.1 gg fft Channel Slope: 50.0000
<
1 1 1.00ft. Freeboard Manning's In of Channel: 0.0175
Ar POROUS BAFFLES (TYP.) 2 2
20.00 ft. Discharge: 57.93 cfs
OUTLET PROTECTION / � Depth of Flow: 0.16 feet
Velocity: 17.61 fps
EMERGENCY SPILLWAY
i- Channel Lining: Grouted Riprap
LEVEL CONTROL SECTION EL. = 757.31
Freeboard: 1.00 feet
I /
X EMERGENCY SPILLWAY
I CHUTE SECTION 50% CLEAN OUT EL. 753.93
X
I Q25 HWD EL. 757.31 SKIMMER
>C 800 800
PRINCIPLE SPILLWAY NORMAL POOL EL. 756.31
X 72" SQUARE CONCRETE RISER W/ TRASH RACK
X AND 55 FT OF 36 IN. CMP 2 OUTLET PROTECTION
SEE SHEET 34 OF 34
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 40.00
gg f Wetted Perimeter: 43.08
0 1 OOtft. Freeboard Area of Wetted Cross Section: 28.46
Channel Slope: 0.1000
Manning's In of Channel: 0.0175
Discharge: 57.97 cfs
Depth of Flow: 0.69 feet
Velocity: 2.04 fps
Channel Lining: Grouted Riprap
Freeboard: 1.00 feet
I 10 ft. ( ) Skimmer Design - Sediment Basin SB-12
X \ 750 -CREST 7 0.0 750
1
X
BOTTOM EL 51.0
1
X
\T
PRINCIPLE SPILLWAY
72 SQUARE CONCRETE RISER
1
CLASS B STONE
W/ TRASH RACK
X
EXISTING GROUND
AND 55' OF 36" CMP
I
700
700
X
\I
0+00 0+50 1+00 1+50
2+00 2+50
sLQ k DRAIN
Cross Section A -A'
k`
Scale. 1 - 50
SEDIMENT BASIN NO. 12 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
79.9200 cfs
Water Surface Elevation:
757.31 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 12
Principle Spillway, Drop Pipe
Riser Top Elev:
756.31 ft
Riser Base Elev:
751.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
55.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
752.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
79.92 cfs
Required Drawdown Time
3
days
Drawdown Rate
20,109
cf/day
Skimmer Size
4
in
Head on Skimmer
0.333
ft
Calculated Orifice Size
2.242
in
Orifice Diameter (1/4inch increments)
2.5
in
Actual DewateringTime
3.03
days
Required Volume
1 25,213
cf
X k
50% CLEAN OUT EL. 753.93
�\X___X__X-X-X-X-X_X_
XjX Q25 HWD EL. 757.31
800 800
NORMAL POOL EL 756 31
PLAN VIEW: SEDIMENT BASIN NO. 12
SCALE: 1" = 50'
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
EN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
ERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
(MAJOR STORM EVENT)
INVERT OF LOWEST STORM PVC VENT
GRATE WATER DISCHARGE OPENING PIPE
(MINOR STORM EVENT)
LOAT
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO
VENT PIPE STORM WATER ; THE WATER QUALITY
DISCHARGE DISCHARGE OPENING
OPENING
OUTLET PIPE--\ Z V
' - LEXIBLE HOSE
H L = 1.4 X DEPTH
�- TO THE OVERFLOW
MINIMUM LENGTH APPLIES
WATER ENTRY UNIT /
II n SCHEDULE 40 PVC PIPE
- i (BARREL OR ARM)
I I=1 I� ---- I I-1 I I-1 I I III-1 I-1 I-1 I-1 I-1 I-1 I-1 I-11 I-1
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
REL OR ARM)
BLE HOSE
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
WWW.FAIRCLOTHSKIMMER.COM
STRUCTURE TELEPHONE: (919) 2
FAX: [phone]
EMAIL: WARRENO"FAIRCLOTHSKIMMER.COM
750
L EXISTING GROUND
700
0+00 0+50
10 ft.
- - - - - - - - - - - - - 750
BOTTOM EL. 751.0
10 FT ACCESS
CREST EL. 760.00
700
1+00 1+50 2+00 2+50 3+00 3+50 4+00
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
SKIMME
NORMAL POOL EL. 756.31
EXISTING GRE
50% CLEANOUT EL. 753.93
4' X 4' X V CLASS B STONE 1 rx
BOTTOM OF POND EL. 751.00-/
ANTI -FLOTATION RISER FILL
(IF APPLICABLE)
72" SQUARE CONCRETE RISER
RISER DETAILS
0011
0°1:11:1:1❑°1
°a°❑°❑°❑ 1
a❑❑❑❑o
o❑❑❑oa
a❑❑❑❑o
I CONCRETE I
RISER
I 5.31' 1 \
I I
I 1
a . .�
° ' d
d
d°
°d
ELEVATION VIEW
N.T.S.
PLAN VIEW
N.T.S.
14 ft.
EL. 760.00
1'FREEBOARD
EMERGENCY SPILLWAY DEPTH f EMERGENCY SPILLWAY EL. 757.31
1' FREEBOARD MIN.
2 2
1FZZ �1
36" DIA BARREL CMP
ANTI -FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
HbLt)
Stage Storage Curve
SEDIMENT BASIN NO. 12
760.00
759.00
758.00
J 757.00
O 756.00
CZ
a�
W 755.00
754.00
753.00
752.00
751.00
STRUCTURE
0.00
0.50 1.00
1.50
2.00 2.50 3.00 3.50
4.00
4.50 5.00
5.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 12
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
-
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
751.00
N/A
N/A
0.4071
-
752.00
N/A
N/A
0.4457 0.4264 1.00
0.4192
0.4192
1.00
753.00
N/A
N/A
0.4845 0.4651 1.00
0.4579
0.8771
2.00
753.93
N/A
N/A
0.5218 0.5031 0.93
0.4699
1.3470
2.93
754.00
N/A
N/A
0.5244 0.5044 0.07
0.0271
1.3741
3.00
755.00
N/A
N/A
0.5654 0.5449 1.00
0.5373
1.9114
4.00
756.00
N/A
N/A
0.6077 0.5865 1.00
0.5787
2.4900
5.00
756.31
N/A
N/A
0.6211 0.6144 0.31
0.1905
2.6805
5.31
757.00
N/A
N/A
0.6509 0.6293 0.69
0.4308
3.1113
6.00
758.00
N/A
N/A
0.6954 0.6732 1.00
0.6649
3.7762
7.00
759.00
N/A
N/A
0.7410 0.7182 1.00
0.7098
4.4860
8.00
760.00
N/A
N/A
0.7792 0.7601 1.00
0.7566
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FILL MATERIAL
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EXISTING GROUND (ABUTMENTS)
r 2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
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WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
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RISER BUOYANCY CALCULATION
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
times the upward force.
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
Height = Approximately 6'
Weight = 15,220 lb
Where:
Riser Weight = 15,220 lb
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
\ \\ \\ \\
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
STABILIZED OUTLET
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 lb > 13,478.4 lb x 1.25
18895 Ib > 16,848 lb
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1. Portland cement concrete (type II recommended for the inlet base
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shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
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a black bituminous enamel paint.
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1 hereby certify that this document was y,*';�> CARO•,�,
prepared by me or under my direct personal ... .... f,
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supervision and is correct to the best of my �� Q 'fl�-
knowledge and belief and that I am a duly
licensed Professional Engineer under the 048820 =
Statp Carolina.
SHEET NUMBER
laws of the of North
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(Signature)
Date: 06/07/2022 r! r,•,'
02CO-P005

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