Appendix B - Associated Concentrate Operations Drawings

Piedmont Lithium Carolinas, Inc. I North Carolina Mining Permit Application
Appendices
PIEDMONT
LITHIUM
Appendix B: Associated
Concentrate Operations
Drawings (Sheets 1-34)

♦ s
3 3"
,
(final alignment to be
E +
WAT R INTAKE
(f ign ��-+♦♦♦.♦'��/ �s
--
_ determine ,
"00
- --•
t!�
TREMRSINNO. ,--
- CONCENTRATE PLANT/CONVERSION PLANT
= = CONVEYOR ACCESS ROAD NO. 2 �+ _ - ANC `+ '
i
_ � MAINTENANCE YARD
.O
Secrun_
x , , / -
-� •nun `' � IL
/i' � _ CONCENTRATE PLANT/CONVERSION PLANT - - - +''« DA-1 ♦♦ / / � � �
+' EMULSION STORAGE A � � :` � x ; � V CONVEYOR ACCESS ROAD NO. 1
,+ BULK TRUCK PARKING � - � � �. x ? '��: ; `, �+' s♦♦ � f
x-x x-x-x_x-x-x-x�+ AREA ACCESS ROAD ACCESS ROAD
ND ="
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---- •f.-. — -- - -- ---
C 17 �
++
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WASTE
x x, DA-4 o
ST-20 = �J WAS i E ROCK PILE ACCESS ROAD-x-x-x" %• / •••,••• }
®EMULSION STORAGE, x; .—x ♦♦D O �/ ♦♦ k
AND BULK TRUCK x - DIVERSION DI_TCfi
'DA�4 - •••� `` ,
PARKING AREA _ i X x -x -x -x -x -x -x'x •••••• \ ■ - ti i i ����
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x
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o
• - - ., ,� •.. Sediment Basin No. 5 (SB 5) PERMIT LINEC6 0 a
♦� x .•j ,i •• '•• 25 FEET MINE PERMIT BUFFER Q Q
'`..., '•• •'' •.�• 100 FT LOT BUFFER z V Q
--
IVERSION ''
A+' ° ER N I H - 200 FT STRUCTURES BUFFER
x-X-x , '+ IV SIO D TC DA 19e J w
DITCH DA-22 x ITCI-Pp ION <., .• •• ••.••
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,.•
••••..••••••■ SEDIM NT BAST _ ,...-.•`'- ,+ Q
ITCH DA-19w+ 300 FT RESIDENTIAL BUFFER
SION DITCH-20 - _ 40 FT PLANTING BUFFER _
POND ACCESS ROAD DELINEATED WETLANDS V Z to
--P D AC ESS READ
WASTE PILE ACCESS ROAD
••.-..*.*.*,** --------------
I
z5 >UNDERDRAINUD-2 Q
° DRAINAGE DIVERSION DITCH Z to J
DLO V I \ I N GATE O - -- �� (See Details Page 2 - Sheet 31 of 33) za.
N R SI NSB-7) -- ' _ - O WASTE ROCK FLUME J O
(See Details Page 2 - Sheet 32 of 33)
- - --- DIRECTION OF FLOW ARROW
Z U U
- x
- - —X—X— 6-
FOOT FENCE LINE O O
_X—X— SILT FENCE LOCATION
DC
- - WASTE ROCK CONVEYOR BELT l0 H
❑ _ \ - —
LLI
CONCENTRATE PLANT/CONVERSION
PLANT CONVEYOR 0 Q
DIRECTION OF SURFACE FLOW
I hereby certify that this document was CA '�.
�1'� �p 30 FT. DELINEATED STREAM BUFFER
— prepared b me or under m direct personal 4 x p P Y Y p .` Q` •��S51p •.�� .
supervision and is correct to the best of my 0 : p �i� x t,
/ -_ " \0- ENCE (6') knowledge and belief and that I am a duly ��•QQ `�1�:7 AERIAL VIEW
,+
° � � � under the -
° x - -
+ � � licensed Professional Engineer and -
o x-x—x—xSEAL
—x—x� — —
fl ';x-x-x_x_ laws of the S lina. pC
O---------
CD- OHO
9 =
-- to a of o h aro ?: Q48$2Q
SHEET NUMBER
- - Ux-
4 - --- (Signature).NGIIfE�' �.
\ i�
---
w Date: 1 OF 34
,1
- 1
e; August 25, 2021 fi
SCALE200'
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-00d,+'
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,+ BULK TRUCK PARKING
\� x—x—x x—x—x—x—x—x—xl+ AREA ACCESS ROAD
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• - = • • 25 FEET MINE PERMIT BUFFER Q
•• -23 _--ate ,: ♦ X ., •. ..
_ V Q
♦♦ m ♦♦ =— (VERSION X J W
- y.,•+ `•. � i'' •..�'• - '_` ,+ � 100 FT LOT BUFFER Z
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= x' N TCH �%�-20e 40 FT PLANTING BUFFER V O W
----- --- - PO� ACCESS ROAD \ 7',., - P- aAC ESS ''AD a
DELINEATED WETLANDS � Z Cl)
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-- -- U D 2 _______________ U N D E R D RA I N ��
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�' � DIMEN IN _ SB-7 '��, WASTE ROCK FLUME J O
_-- � ��� � (See Details Page 2 - Sheet 32 of 33)
- -
_ �► DIRECTION OF FLOW ARROW ~ V V
O ASTE PILE ACCESS ROAD E NCE — Z Z O
/ X \
—X—X— 6-FOOT FENCE LINE O
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° ° I CONCENTRATE PLANT/CONVERSION ENNE
W Q ~
x PLANT CONVEYOR a C� Q
---- DIRECTION OF SURFACE FLOW
O A�oo x + - - _ I hereby certify that this document was �•�' CA '% 30 FT. DELINEATED STREAM BUFFER
+ - prepared b me or under m direct personal ��� '
\ - x + E�I C E (6) \ P p Y Y p :� ;._'' = SS/p . �/
, x _ _ supervision and is correct to the best of my pF� 1
° ° 0 \\o -� x +++ - knowledge and belief and that I am a duly ��'QQ�•;`3�' _ AERIAL VIEW
x—x� licensed Professional Engineer under the SEAL -
x_x-x-x-� =- SHEET NUMBER
\ \ \�\ / - _ x_x_x-x-x- laws of the Sta e of o h Carolina. �:048820= Z
\0 200 400 600
_
a — - -- -- --- — — (Signature) i••�^.�
1
NE� .•
° \ 2OF34
Date: August 25, 2021 f�� .�'Y 8 • W `,` ��` 1
SCALE"=200'

W
1100
Y
U
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Q PROPOSED GRADE
CREST EL. PHASE II = 1090.0
1100
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21 20 ft. Bench (typical)
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PHASE 1 7
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CONVEYOR ACCESS ROAD NO. 1
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ROAD DITCH
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EXISTING GRADE
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DIVERSION DITCH DA-19
ROA DITCH
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700
j j
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 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 A -A'
SCALE: 1" = 100'
ROAD DITCH
ROAD BERM
1100
CREST EL. PHASE II = 1090.0
1100
PROPOSED GRADE
CREST EL. PHASE 1 = 1068.0 2'7
20 ft. Bench (typical)
PHASE II IO
2 1 IWO
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1000
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21
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1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00
10+00 11+00 12+00 13+00 14+00 15+00 16+00
17+00 18+00 19+00
20+00 21+00 22+00 23+00 24+00 25+00 26+00
27+00 28+00
WASTE PILE CROSS SECTION B-B'
SCALE: 1" = 100'
,ti�11i111!!!!!
I hereby certify that this document was ��•��� CARIf
prepared by me or under my direct personal �• Q` \A ••• �� �,.
supervision and is correct to the best of my Q ; O�ESS/p ••, 2
knowledge and belief and that I am a duly SEAL
licensed Professional Engineer under the
laws of the Sta e of o h Carolina. �?� 048820
(Signature) i •..,,,,.'�P �
Date; August 25, 2021
!1l11111ti�
EXISTING GRADE
PROPOSED GRADE PHASE II
PROPOSED GRADE PHASE I
PROFILE VIEW
0 100 200 300
"ON !%��
SCALE 1 "=100'
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3OF34

'11
TOPSOIL STORAGE PILE PLAN VIEW
SCALE 1 "=200'
0%
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PROPOSED GRADE
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900
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0+00 1+00 2+00
HEPHZIBAH CHURCH
PROPOSED GRADE
CREST ELEVATION 855.0'
0%
EXISTING GRADE
3+00 4+00 5+00 6+00
7+00
8+00 9+00
TOPSOIL STORAGE PILE CROSS SECTION A -A'
SCALE: 1" = 100'
PROPOSED GRADE
U CREST ELEVATION 855.0'
I o" o°I° 0%
Q 5
l00
co EXISTING GRADE
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16+00
17+00 18+00 19+00
PREP PLANT AND ROM PILE CROSS SECTION B-B'
SCALE. 1 = 100
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800 z
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I hereby certify that this document was .�;A&O�.,�
prepared by me or under my direct personal �• �x
supervision and is correct to the best of my Q •�FESS/p ••, 2
knowledge and belief and that I am a duly = = QQ SEAL
licensed Professional Engineer under the
laws of the St t of h Llina. �� : 048820 ' ;
•�NGII�E��•,Q�:
(Signature) i
Date; August 25, 2021
/1j1l1I1Itti���
4+00
PROPOSED GRADE -\
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13+00 14+00
15+00
PREP PLANT AND ROM PILE CROSS SECTION A -A'
SCALE: 1" = 100'
SCALE- 1" = 100'
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900
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PLANT AREA PLAN VIEW
SCALE 1 "=200'
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SHEET NUMBER
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♦♦♦ X -x -
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♦ �• �� EMULSION TORAGE
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CONCENTRATE PLANT/CONVERSION PLANT - =
CONVEYOR ACCESS ROAD NO. 2 _
-
CLEAN WATER DITCH DA-88 UDS
•••••••' •••.., °••.,, AN/EMULSION % I
•• ••..,•••••••• •• •: ,�AhTT� �Ir1� � ..-------� � � ROAD DITCH DA-91
9q • �►� irk, k , x •••••••••••••'••..•••• ,,,_; , ,,'�Aii
CLEAN WATER DIVERSION DITCH DA-88 DETAIL
(MIN. SLOPE SECTION)
N.T.S.
7-9.13 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: D50 = 1.50 in. Rip Rap
Freeboard: 1.00 feet
CLEAN WATER DIVERSION DITCH DA-88 DETAIL
(MAX. SLOPE SECTION)
N.T.S.
.00ft. Freeboard
0.88 ft. 7-
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: 8.22 cfs
Depth of Flow: 0.88 feet
Velocity: 5.27 fps
Channel Lining: D50 Rip Rap = 3.00 in.
Freeboard: 1.00 feet
PLAN VIEW
SCALE 1 "=200'
SEDCAD 4.0
Clean Water Diversion Ditch DA-88 (Min. Slope Section)
Material: Riorao
Triangular nannel
Rght FreeboaM FreemaM freeboaM
Sbesbw SMesbpe Sipe(%) MUR.x
Ratlo Ram Depth (ft) %or Depth Nx0)
2.0:2 2A 0.5 1.
PADER Method - Mild Slope Design
w/o Freebwrd w/Freeboard
Design Discharge: &md
DepN: 1.28ft 2.28ft
Top VRIth: 5.22ft 9.12ft
Velocity: 151 it.
X-Secffin Arw: 3.25 s0 R
Hydrous Radius: 0.523 ft
Frou(k Number. 0.55
Mammngl n: 0.0290
Dmin: 1.1111 in
D50: 1.SOIn
Pnax: 3.W in
SEDCAD Why Run Ni M23.2021
SEDCAD 4.0
_
Clean Water Diversion Ditch DA-88 (Max. Slope Section)
Material: Riorao
Triangular Channel
l9 r 1-1d
FreebwM Freemard
Sidesbpe Sitlesbpe Slope(%) Mul[.x
RatlR Redo DepN (ft) %of Depth (VxD)
2.0:1 2.0:1 6.6 l.W
PADER Method - Steep Slope Design
w/o Free) Wnl w/FreeboaM
Design Discharge: 8.22 cis
Depth: O.BBft Lwft
Top WMN: 3.53ft 2.53ft
Velamy: 5.28 it.
X-Section Arw: LmsaR
Nydlau.c Radius: 0.399 ft
Fmude Number: IAO
Manring'S n: 0.0390
Dmin: 2.00 in
D50: 3.00 in
Pnax: 9.50 in
SEDCAD Why Run NnMtlM2Y2021
ST-201
x
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HI11111/Ig1Jl7rrr7rir7r►�111gHgHIqH T'
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ROAD DITCH DA-85 DETAIL
N.T.S.
�8.32 ft.�
1.00ft.
Freeboard
1 .08 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: 4.83
Area of Wetted Cross Section: 2.34
Channel Slope: 4.9000
Manning's n of Channel: 0.0370
Discharge: 12.79 cfs
Depth of Flow: 1.08 feet
Velocity: 5.48 fps
Channel Lining: D50 Rip Rap =
3.00 in.
Freeboard: 1.00 feet
DIVERSION DITCH DA-86 DETAIL
N.T.S.
�11.34 ft_� 1.0� Oft. Freeboard
' 7 _--_ ­­1 .83 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: 8.20
Area of Wetted Cross Section: 6.73
Channel Slope: 1.0000
Manning's n of Channel: 0.0290
Discharge: 30.22 cfs
Depth of Flow: 1.83 feet
Velocity: 4.49 fps
Channel Lining: D50 Rip Rap - 1.50 in.
Freeboard: 1.00 feet
1000
•11
800
0+00
,cess Road
1+100 .�o- 12+00
1000
3+00 4+00
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5+00 6+00 7+00 8+00 9+00
Cross Section B-B'
Scale: 1" = 100'
Concentrate Plant/Conversion Plant
Conveyor Access Road No. 2
DA-88 Clean Water
Diversion Ditch
900 Existing Grade
?•7 Pad
- 1% �
DA-86 Diversion Ditch- During Mining Grade
800
0+00 1+00 2+00 3+00 4+00 5+00 6+(
Cross Section A -A'
900 DA-88 900
1.0% 0.5% 2.2% o
4.2 /D 6.6%
800 800
0+00 1+00 2+00 3+00 4+00 5+00 6+00
Cleanwater Diversion Ditch DA-88 5 Emulsion Storaae and Bulk Truck Parkina Area
SEDCAD 4.0
Road Ditch DA-85
Material: Riorao
Triangular Channel
LM Rgh[ FreeboaM FreebosM FYeeOond
Sldesbpe Sldope Slope N D PN (R) %or DePN Mult. x
VxD)
2.0:1 2.0:1 9.9 I.W
PADER Method - Steep Slope Design
W/oF-b-d W/FreebpeM
Dedgn [Nscharge: 12.n cis
Depth: I.Wft 2.08ft
Tap WIEIh: 4.32 ft 8.32 ft
Velocity: S."fps
X-Stli Area: 2.33 sg ft
Hydraulic Rediw: 0.983 ft
Froutle Number: 1.32
Mannirg'e n: o.Wyo
anin: 2.W In
D50: 3.W in
Dmax: 9.so m
SEDCAD WRY Run Pdn- 0 23.2021
SEDCAD 4.0
^
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Diversion Ditch DA-86
Material: Riorao
Triangular Channel
LeR RI9M FmebwM FmebwM FreebwM
Sitlesbw SItl 4ope Sbw(%) MuRx
Ratio Ratio Depth (R) %of Depth (yxp)
2.0:1 2.0:1 1.0 1.W
PADER Method - Steep Slope Design
W/O FmtlmaM w/Fm w
Design Dish .: 30.22 ds
.Pth: 1.83 R 2.83 R
Tap WaN: 7.33R 1L33R
Velocity: /.50 fw
*Section Arw: 6.n sa ft
Hydraulic Radios: 0.8204
F ,X Number: 0.83
Monologs n: 0.02W
Drain: 1.W in
Dso: 1.50 in
Dmax: 3.W in
SEDCAD Utility Run PrYNed 0& 2021
ROAD DITCH DA-91 DETAIL
Scale: 1" = 100'
10+00 11+00 12+00
1000
0
U
900
Berm
,\-DA-85 Road Ditch
800
7+00 8+00
DA-86
900 m � 900
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1.0%
800 800
0+00 1+00 2+00 3+00 4+00 5+00 6+00
Diversion Ditch DA-86 @ Emulsion Storage and Bulk Truck Parking Area
(MIN. SLOPE SECTION)
N.T.S.
�10.55 ft
1.0� 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: D50 Rip Rap =
1.50 in.
Freeboard: 1.00 feet
ROAD DITCH DA-91 DETAIL
(MAX. SLOPE SECTION)
N.T.S.
�8.40 ft.�
1.00ft.
Freeboard
1.10 ft.
T
T
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
Manning's n of Channel: 0.0450
Discharge: 15.77 cfs
Depth of Flow: 1.10 feet
Velocity: 6.51 fps
Channel Lining: D50 Rip Rap -
6.00 in.
Freeboard: 1.00 feet
SEDCAD 4.0
1
Road Ditch DA-91 (Min. Slope Section)
Material: Riorao
Trangular Channel
Dwewrtl Freem•M
LeR Sidesbpe Si Right a eSl%
Depth Mult. x
Ratlo Ra[lo (VxD)
2.0:1 2.0:1 0.5 1.W
PADER Method - Mild Slope Design
1/0E-1,MM W/Fhmemhl
Design q hih,;l 15.97 ds
Depth: 1.0ft 2b9ft
Top Width: 6.59ft 30.59ft
Velocity: 2.95 fps
X-Sectlon Area: 5.35 sR ft
Hydnulk Ratliw: O.T31 ft
Frmrde Humber: 0.59
Mitnlrg's n: 0.0290
Win: Lao In
D;W I.SOIn
Dmx: 3.W In
SEDCAD Why Run Printed 08-23-W21
SEDCAD 4.0 _
Road Ditch DA-91 (Max. Slope Section)
Material: Riorao
Triangular Channel
Lek Ri9h[ ReeboaM Freebwrd Freebwrd
Sitlesbw Saeslow Slope(%) MURx
Ram Ratio Depth IR) %of Dep[h (yzD)
2.0:1 2.0:1 I0.0 1.W
PADER Method - Steep Slope Design
wioF nl w/r w
-gn Disawrg.: 15.77 ds
.Pth: t,a R 2.10 R
Tap WaN: 9A0 R 8.e0 R
Velocity: 6.52 it.
*Section Area: 2./2 sa ft
Hydraulic Radius: 0.492 ft
Froum Number: 1.55
Manning's n: O.MW
Drain: 3.W in
Dso: 6.W in
Dmax: 9.01) In
SEOCAD Utility Run PrMed OB-2 =I
1000
d11
800
13+00
LEGEND
100 YR. FLOOD PLAIN
DELINEATED WETLANDS
DELINEATED WATERS
PROPOSED CONTOURS
EXISTING CONTOURS
-X-X
6-FOOT FENCE LINE
-X
SILT FENCE LOCATION
CONCENTRATE PLANT/CONVERSION
PLANT CONVEYOR
o
BUILDING / STRUCTURE
ADJACENT PROPERTY LINE
15
ADJACENT PROPERTY OWNER
DIRECTION OF SURFACE FLOW
FLUME
`r
UNDERDRAIN
UD-2
UNDERDRAIN LABEL
DRAINAGE DITCH
CULVERT
0
CULVERT LABEL
SB-4
SEDIMENT BASIN LABEL
ST-11
SEDIMENT TRAP LABEL
FLOW DIRECTION ARROW
EROSION AND SEDIMENT
C-1❑
CONTROL STRUCTURE
GASTON COUNTY PARCEL LINES
MINE PERMIT LINE
25 FT MINE PERMIT BUFFER
100 FT LOT BUFFER
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300 FT RESIDENTIAL BUFFER V
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prepared by me or under my direct personal %% I �� �i Q Z
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licensed Professional Engineer under the
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(Signature) i� ;G!!`f` A � Z
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Date: August 25, 2021 LO Z
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PROFILE VIEW
0 100 200 300 SHEET NUMBER
5OF34
SCALE 1 "=100'

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Diversion Ditch DA-20w @ Waste Rock Pile
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PROFILE VIEW
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SCALE 1 "=100'
SHEET NUMBER
6OF34

DA-37
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800
0+00
DA-42A :_
° a' 900
I CDLL
1.0%— 1.3° -� c
800
1+00 2+00 3+00 4+00 5+00
Diversion Ditch DA-42Aw @ Plant Area
DA-45
900 0"t 900
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i�
1.0%— 1.0%
800 800
0+00 1+00 2+00 3+00 4+00 5+00
Diversion Ditch DA-45 @ Plant Area
DA-47
900
(See Su p Detail)-
800 I�
700 i
0+00
2% —
1+00 2+00 3+00
DA-42 0
900
I��
3 iC
0.5% -
Soo
0+00 1+00 2+00
Diversion Ditch DA-42w @ Plant Area
0I1If
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800
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DA-42A :_
900 ° E 900
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0.1%— 1.7%— —
800 800
0+00 1+00 2+00 3+00
Diversion Ditch DA-42Ae @ Plant Area
2.2% —y
800
0+00 1+00 2+00 3+00
Diversion Ditch DA-46 @ Plant Area
I DA-55 I DA-54I I
Haul Road ----
I
Culvert (C-4)
Under Haul RoadLL
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4+00 5+00 6+00 7+00
Diversion Ditch DA-47 and DA-50 @ Plant Area
DA-50
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800
4+00
3+00
900
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0+00� 1+00
DA-45 / 46
DA-42
0.2% —
4+00 5+00 6+00
Diversion Ditch DA-42e @ Plant Area
7+00 8+00
'11
1
om
00
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j 800
9+00 -� 10+00
DA-43
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2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00
Diversion Ditch DA-43 @ Plant Area
920 900
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890 800
0+00 1+00 2+00 3+00
Diversion Ditch From DA-46 to SB-14 @ Plant Area
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Diversion Ditch DA-4e @ Waste Rock He
900
Soo
700
0+00
900
r- E o�
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9+00 10+00 11+00
7.8%
DA-42 I DA-41
900 0 a, 900
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9.0% 1.5% 3 c 2
� 6/
800 °� 800
0+00 1+00 2+00 3+00 4+00
Diversion Ditch DA-42A Bottom Ditch @ Plant Area
DA-43
900
_900
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800
j 800
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1+00
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Diversion
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Entrance
@ Plant Area
DA-74
900 900
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3.0% 1.2% �1.9% —0.6%
800 Soo
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00
0
0
0
Diversion Ditch DA-74 @ North of Main Haul Road Z
DA-77
1+00 2+00 3+00 4+00
5+00
6+00
7+00
Diversion
Ditch DA-77
@ North
of Main
900 C DA-4 900
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800 1.6%800
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
Diversion Ditch DA-4w @ Waste Rock Pile
ti,<11i11111!!!
I hereby certify that this document was ��•%,�� CARp��.4.
prepared by me or under my direct personal �• •.,. ••• z,
supervision and is correct to the best of my Q ; 0FESS/p ••, 2
knowledge and belief and that I am a duly QQ SEAL r••'�
licensed Professional Engineer under the
laws of the Sta e of o h Carolina. �?� 048820
(Signature) i •..,,,,.'�P �
Date; August 25, 2021
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SHEET NUMBER
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WATER INTAKE
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Drainage Component Summary - Waste Rock Pile Phase 1 Drainage Component Summary - Haul Road Sediment Traps
Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume Sediment Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume
Basin AreaArea
Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF) Trap No. Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF)
SB-1 2, 4, 4a, 4b 17.82 25-YR 80.58 35,053 32,076 35,187 187,744 Worst Case* 73 1.82 25-YR 36.31 3,428 3,276 3,964 7,693
SB-2 1, 3, 3a, 5, 6 23.00 25-YR 95.35 41,473 41,400 43,988 175,534 ST-1 51, 51 a, 52, 53 9.09 25-YR 36.31 15,795 13,482 15,863 43,661
SB-3 6a, 7, 8, 9, 13 18.28 25-YR 79.19 34,448 32,904 35,055 119,319 ST-2 49 2.46 25-YR 10.66 4,637 4,428 4,819 10,035
SB-4 10, 11, 12, 14,15 29.97 25-YR 129.84 56,480 53,946 56,915 202,554 ST-4 64,65 4.31 25-YR 14.10 6,134 7,758 6,134 13,743
SB-5 16,17 3.92 25-YR 16.98 7,387 7,056 15,408 58,623 ST-5 55,63 4.22 25-YR 18.28 7,952 6,948 7,975 19,197
SB-6 18,19 6.82 25-YR 29.55 12,854 12,276 18,916 76,914 ST-6 67 3.23 25-YR 13.99 6,086 5,814 6,130 13,763
SB-7 20,21 15.75 25-YR 68.23 29,680 28,350 30,402 129,713 ST-10 71,72 3.22 25-YR 13.95 6,068 5,796 6,179 13,909
SB-8 22,23 11.40 25-YR 49.39 21,485 20,520 24,265 118,352 ST-13 60,61 3.83 25-YR 33.73 14,673 6,984 14,893 40,578
SB-9 24,25 11.27 25-YR 48.82 21,237 20,286 22,431 74,457 *Worst Case Sediment Trap based on largest disturbed area (DA-73 for ST-11) and largest flow for spillway (36.31 CFS for ST-1).
SB-10 26, 26a, 27 14.85 25-YR 62.82 27,327 26,730 27,460 102,017 'Worst Case Sediment Trap Design utilized for ST-3, ST-7, ST-8, ST-9, ST-11, ST-12, ST-14, ST-15, ST-16, ST-17, ST-18, and ST-19.
Drainage Component Summary - Waste Rock Pile Phase 2 Emulsion Storage and Bulk Truck Parking Area - Concentrate Plant/Conversion Plant Conveyor Access Road No. 2 Sediment Traps �-
Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume Sediment Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume
Basin AreaArea
Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF) Trap No. Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF)
SB-1 2,4 14.43 25-YR 62.51 27,192 25,974 35,187 187,744 ST-20 90,91 1.81 25-YR 15.77 6,860 3,258 6,866 26,495
SB-2 1, 3, 3a, 5, 6 31.87 25-YR 96.54 41,995 57,366 43,988 175,534 ST-21 84,85 2.59 25-YR 18.87 8,208 4,662 8,389 30,797
SB-3 6a, 7, 8, 13, 13a 15.22 25-YR 65.94 28,684 27,396 35,055 119,319
SB-4 10, 11, 12, 14,15 22.51 25-YR 97.52 42,421 40,518 56,915 202,554
SB-5 16,17 7.43 25-YR 32.19 14,003 13,374 15,408 58,623 Drainage Component Summary - Topsoil Stockpile Area �
Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume
SB-6 18,19 9.02 25-YR 39.08 16,999 16,236 18,916 76,914 Basin Area
Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF)
SB-7 20,21 15.60 25-YR 67.58 29,397 28,080 30,402 129,713
SB-11 28, 29, 30, 31, 38 7.50 25-YR 32.49 14,133 13,500 14,178 52,881
SB-8 22,23 11.40 25-YR 49.39 21,485 20,520 24,265 118,352
SB-12 32, 33, 34, 35, 36, 39 14.02 25-YR 57.96 25,213 25,236 33,943 116,762
SB-9 24,25 11.27 25-YR 48.82 21,237 20,286 22,431 74,457
Drainage Component Summary -Plant Area
SB-10 26,27 14.06 25-YR 60.91 26,496 25,308 29,600 102,017 Disturbed
Drainage Area Design Q25 Required Suface Required Provided Surface Provided Volume
Notes: Drainage Areas for the Waste Rock Pile reflect Phase 2 final drainage areas, with the exceptions of Phase 1 Drainage Area 9 which Basin Acres Area No. Storm Area (SF) Volume (CF) Area (SF) (CF)
is enveloped into Drainage Area 13a in Phase 2. See Waste Rock Pile Phase 1 (Sheet 2 of 33) and Waste Rock Pile Phase 2 (Sheet 3 of 33). (Acres)
Drainage Component Summary - Emulsion Storage and Bulk Truck Parking Area SB-13 40, 43, 44 10.30 25-YR 57.98 25,221 18,540 25,697 143,857
Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume SB-14 45,46 8.41 25-YR 27.56 11,989 15,138 12,505 175,534
Basin Area
Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF) SB-15 48 6.38 25-YR 17.24 7,500 11,484 8,617 33,916
SB-17 86 10.02 25-YR 30.22 13,146 18,036 13,883 35,129 1
SB-16 41, 42, 42a 13.34 25-YR 58.38 25,395 24,012 25,523 120,226
2
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I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my QQ; •OFeS5/0'•`�2'�
knowledge and belief and that I am a duly = �:.Q� SEAL
licensed Professional Engineer under the
laws of the St o=rth lina. ? 048820
(Signature) % n�, GIN,. �Q•�.
1(0 Date; August 25, 2021
DRAINAGE AREA SUMMARY
DRAINAGE
AREA
NUMBER
TOTAL
DRAINAGEAREA
ACRES
DISTURBED
DRAINAGEAREA
ACRES
CONTROLLING STRUCTURE
1
2.96
2.96
Waste Rock Pile- Sediment Basin SB-2
2
2.15
2.15
Waste Rock Pile- Sediment Basin SB-1
3
1.80
1.80
Waste Rock Pile -Sediment Basin SB-2
3al
0.76
0.76
Waste Rock Pile -Sediment Basin SB-2
4
12.28
12.28
Waste Rock Pile -Sediment Basin SB-1
4a
2.00
2.00
Culvert C-17 and Waste Rock Pile -Sediment Basin SB-1
4b
2.00
2.00
Culvert C-17 and Waste Rock Pile- Sediment Basin SB-1
5
26.00
26.00
Waste Rock Pile Sediment Basin SB-2
6
0.35
0.35
Waste Rock Pile Sediment Basin SB-2
6a
3.78
3.78
Waste Rock Pile Sediment Basin SB-3
7
0.73
0.73
Waste Rock Pile -Sediment Basin SB-3
8
2.33
2.33
Waste Rock Pile- Sediment Basin SB-3
9
1.42
1.42
Waste Rock Pile -Sediment Basin SB 3
10
0.74
0.74
Waste RockPile-SedimentBasinSB4
11
3.74
3.74
Waste Rock Pile -SedimentBasinSB-4
12
2.41
2.41
Waste Rock Pile -Sediment Basin SB-4
13
6.39
6.39
Waste Rock Pile -Sediment Basin SB-3
13a
1.99
1.99
Waste Rock Pile -Sediment Basin SB-3
14
7.24
7.24
Waste Rock Pile -Sediment Basin SB-4
15
8.38
8.38
1 Waste Rock Pile -Sediment Basin SB-4
16
6.63
6.63
Waste Rock Pile -Sediment Basin SB-5
1/1
0.80
0.80
Waste Rock Pile- Sediment BasinSB-5
18
1.09
1.09
Waste Rock Pile - Sediment Basin SB-6
19
7.93
7.93
Waste Rock Pile- Sediment BasinSB-6
20
14.51
14.51
Waste Rock Pile Sediment Basin SB-7
21
1.09
1.09
Waste Rock Pile -Sediment Basin SB-7
22
8.61
8.61
1 Waste Rock Pile -Sediment Basin SB-8
A31
2.79
2.79
Waste Rock Pile- Sediment BasinSB-8
24
7.25
7.25
Waste Rock Pile- Sediment BasinSB-9
25
4.02
4.02
Waste Rock Pile- Sediment BasinSB-9
26
12.36
12.36
Waste Rock Pile Sediment Basin SB-10
26a
0.44
0.44
Waste Rock Pile - Sediment Basin SB-10
27
1.70
1.70
Waste Rock Pile -Sediment Basin SB-10
28
3.04
3.04
Topsoil Storage Pile- Sediment BasinSB-11
Z9j
1.87
1.87
Topsoil Storage Pile- Sediment BasinSB-11
30
1.04
1.04
Topsoil Storage Pile - Sediment Basin SB-11
31
0.81
0.81
Topsoil Storage Pile - Sediment Basin SB-11
32
5.17
5.17
Topsoil Storage Pile - Sediment Basin SB-12
33
3.53
3.53
To soiIStora ePile-SedimentBasinS6-12
34
1.17
1.17
Topsoil Storage Pile - Sediment Basin SB-12
35
0.22
0.22
Topsoil Storage Pi le- Sediment BasinSB-12
36
2.16
2.16
Topsoil Storage Pile Sediment Basin SB-12
37
1.01
1.01
Haul Road - Sediment Trap ST-16
38
0.74
0.74
Topsoil Storage Pile- Sediment BasinSB-11
39
1.77
1.77
Topsoil StoraePile-SedimentBasinS6-12
40
8.33
0.76
PlantArea - Sediment BasinSB-13
41
8.65
2.90
PlantArea - Sediment BasinSB-16
42
9.01
7.89
PlantArea - Sediment BasinSB-16
42a
2.55
2.55
PlantArea - Sediment BasinS816
43
4.98
2.59
PlantArea - Sediment BasinS813
44
8.31
6.95
PlantArea-SedimentBasinS6-13
-
-
7.04
PlantArea - Sediment BasinSB-14
46
1.37
1.37
Plant Area - Sediment Basin SB-14
47
2.02
1.09
Plant Area - Sump C-4toCulvert C4
48
6.38
6.38
PlantArea - Sediment BasinSB-15
49
2.46
2.46
HaulRoad-SedimentTra ST-2
50
0.64
0.64
Diverted via ditch to unnamed tributary of Beaverdam Creek
51
3.73
3.06
Haul Road - Culvert C-2to Sediment Trap ST-1
53a
1.85
1.37
Sediment Trap ST-1
52
1.57
1.57
Haul Road - Culvert C-2to Sediment Trap ST-2
53
1.49
1.49
Haul Road -Sediment Trap ST-1
54
1.32
1.32
HaulRoad- SedimentTra ST-3
55
1.60
1.60
HaulRoad- SedimentTra ST-5tolnstreamCulvert C-7
56
5.47
0.59
CulvertC-6
57
24.17
1.11
Instream Culvert C-7
58
271.00
7.82
Instream Culvert C-13
59
0.84
0.84
Haul Road -SedimentTrapST-12tolnstream CulvertC-13
60
1.62
1.62
1 Haul Road - Culvert C-14toSedimentTra ST-13
61
2.21
2.21
HaulRoad- SedimentTra ST-13
62
0.65
0.65
Haul Road - Culvert C-16 to Sediment Trap ST-12to Instream Culvert C-13
63
2.62
2.62
Haul Road- Sediment TrapSTStolnstreamCulvertC-7
64
3.63
3.63
Magazine Location -SedimentTrapST-4
65
0.68
0.68
HaulRoad- SedimentTra ST-4
66
1.09
1.09
Haul Road - Culvert C-9 to Sediment Trap ST-9
67
3.23
3.23
Haul Road - Culvert C-8toSedimentTra ST-6
68
1.24
1.24
Haul Road - Sediment Trap ST-7
69
0.94
0.94
Haul Road -Sediment Trap ST-8
70
0.97
0.97
Haul Road -SedimentTrapST-9
71
1.62
1.62
HaulRoad- SedimentTra ST-10
72
1.60
1.60
Haul Road - Culvert C-10to Sediment Trap ST-10
73
1.82
1.82
HaulRoad- SedimentTra ST-11to Culvert C-11
74
11.60
0.72
Culvert C-11
75
6.36
0.17
Culvert C-12
76
5.81
0.25
Haul Road Sediment Trap ST-13
77
15.47
0.81
Diverted via ditch to Beaver am Creek
78
1.36
1.36
Haul Road - SedimentTra ST-14
79
1.33
1.33
Haul Road - Sediment Trap ST-15
80
0.58
1 0.58
1 Haul Road - Culvert C-15to Sediment TrapST-16
81
0.51
0.51
1 Haul Road - Sediment Trap ST-17
82
0.48
1 0.48
1 Haul Road - Sediment Trap ST-18
83
1.72
1 1.72
1 Haul Road - Sediment Trap ST-19
Notes: Drainage Areas for the Waste Rock Pile reflect Phase 2final drainage areas, with the exceptions of Phase 1
Drainage Area 9 which is enveloped into Drainage Area 13a in Phase 2. See Waste Rock Pile Phase 1(Sheet 2 of 33) and
Waste Rock Pile Phase 2 Sheet 3 of 33).
84
1.73
0.69
Access Road - Sediment Trap ST-21
85
3.42
1.90
AccessRoad- SedimentTra ST-21
86
10.02
10.02
Future Tenant Site- Sediment Basin SB-17
88
2.87
-
Clean Water Diversion Ditch
89
13.34
0.04
Underdrain UD-5
90
3.96
1.31
Culvert C-18
91
0.-%
0.50
Access Road -Sediment Trap ST-20
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PERMIT BOUNDARY
■ PIT OUTLINE
■����■ DRAINAGE AREAS
DA-15 DRAINAGE AREA LABEL
FLUME
-, __________ , U N D E R D RA I N Z Z
UD-2 UNDERDRAIN LABEL - J
DRAINAGE DITCH Q a.
CULVERT NAD-83 Z Q
© CULVERT LABEL NC-SPCS O = �
SB-4 SEDIMENT BASIN LABEL W 0
T-11 SEDIMENT TRAP LABEL V p Q W
Z Z
- x- x- x SILT FENCE
F - FLOW DIRECTION ARROW W Z
o EROSION AND SEDIMENT = Z J
CONTROL STRUCTURE J Q a
DIRECTION OF SURFACE FLOW H OU Z
z Q
SCREENING BERMS O Z p
DELINEATED WETLANDS p j
30 FT. DELINEATED STREAM BUFFER W
_ a <
AERIAL VIEW
0 500 1000 1500 SHEET NUMBER
8OF34
SCALE 1 "= 500'

POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
CREST OF POND
EL. 814.00' B
SILT FENCE /
SEE SHEET 32 OF 34)
X
A
CONCENTRATE PLANT/
IL`E)NVERSION PLANT CONVEYOR
ACCESS ROAD NO. 1
850
50% CLEAN OUT EL. 807.79
:11
750
0+00
i
r
EMERGENCY SPILLWAY
CHUTE SECTION
1
I EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
PRINCIPLE SPILLWAY
72" SQ. RISER W/ TRASH RACK _
83
�Al)TD 50 FT OF 36 IN. CMP NC-DSPCS
\-�- 2
\ TEMPORARY BASIN -\
ACCESS ROAD
NORMAL POOL EL. 811.18
50% CLEAN O L. 807.79
OUT OTECTION
SEE SHEET 34 O
SUMP W/ CULVERT (C-17)
i
DITCH NO. 4
PLAN VIEW: SEDIMENT BASIN NO. 1
SCALE: 1" = 50'
EXISTING GROUND r NORMAL POOL EL. 811.18
Q25 HWD EL. 812.28 I
BOTTOM EL. 803.5
CENTERLINE CUTOFF TRENCH
0+50 1+00 1+50 2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
850
Q25 HWD EL. 812.28
50% CLEAN OUT EL. 807.79
800
750
0+00
FILL MATERIAL
850
NORMAL POOL EL. 811.18
EXISTING GROUND
BOTTOM EL. 803.5
0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
2'�
EMERGENCY SPILLWAY
EL. 812.28
- CREST EL. 814.0
850
:11
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50' OF 36" CMP
750
3+50 4+00 4+50 5+00
800
14 FT ACCESS
CREST EL. 814.0
750
2+00
CUTOFF 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.
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
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: 52.00
Wetted Perimeter: 55.21
Area of Wetted Cross Section: 38.30
Channel Slope: 0.1000
Manning's In of Channel: 0.0175
Discharge: 80.58 cfs
Depth of Flow: 0.72 feet
Velocity: 2.10 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
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
58.87 ft.
52.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
II v
2 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: 20.88
Area of Wetted Cross Section: 4.02
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 80.60 cfs
Depth of Flow: 0.20 feet
Velocity: 20.03 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
1.00ft. Freeboard
0.7
Freeboard
I
Stage Storage Curve
SEDIMENT BASIN NO.1
815.50
813.50
811.50
809.50
807.50
805.50
,SERGE CY SPILLW `
SPILLW Y (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
c
0
N
aD
0
0
6
TOP OF EMBANKMENT Z
RISER STRUCTURE
:w..
SEE SHT 34 OF w;� �;_i
TRASH RACK �EMERGENCYSPILLWAY
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I'MIN.
QE 1111�1111�1111�1111-JIJI=IIJI=Jill=JlJhJ111�-_.'�sto
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llli�Illl=llll=llll=llll�IUl�lil�llll=llH I �N1l=llil=11Q=1111 =
BARREL
4 PIPE
LA//,\\/%/,,� /�\ ,I
ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
TRASH RACK
RISER BUOYANCY CALCULATION
814.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times the
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 812.28
upward force.
NORMAL POOL EL. 811.18
1' MIN.
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I 72" SQUARE I
1
CONCRETE I
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 807.79
RISER i
i 7.78'
I I
Height Approximately 8'
Weight - 19120 lb
I I
�-----;--------
Where:
Riser Weight = 19120 lb
BOTTOM OF POND EL. 803.50 d °
e ° d
° •° ° °' °• °
�
36" DIA BARREL CMP
Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
° ° d a
° • d •
Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 lb/ft' = 2700 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 lb + 2700 lb = 21820 lb
ELEVATION VIEW
N.T.S.
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 216 ft' x 62.4 lb/ft' = 16224 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
° d
° 1
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
°
d
• • 9 ° d • °
° ° d
21820 lb > 16224 lb x 1.25
•
d •
•
d°
21820 Ib > 20280 Ib
•\\��\\�A��\
d
°
NOTES
•
6-0" T-0"
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.
PLAN VIEW
N.T.S.
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I hereby certify that this document was %%,%,NA CAR�����
prepared by me or under my direct personal `• •,
supervision and is correct to the best of my Q�F�S510 ;•.`�2'�
knowledge and belief and that I am a duly - • 4 SEAL
licensed Professional Engineer under the SHEET NUMBER
laws of the Stat of North Carolina. �5 : 048820 � ti
(signatu� �r •�'�NGINE�P'�Q��
Date: August 25, 2021 .,'F \\ ,.� 9 OF 34
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I 50% CLEAN OUT EL. 832.21
X
A POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
CREST OF POND
EL. 841.00'
NORMAL POOL EL. 835.00
C'
� PRINCIPLE SPILLWAY
�- 72" SQUARE CONCRETE RISER W/ TRASH RACK
-S AND 67 FT OF 36 IN. CMP
- �
r x\k
k k EMERGENCY SPILLWAY
k LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
\ BOTTOM829. OOF P �\ � / ��
x
I I
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET)
/ \ -A-
SILT FENCE
(SEE SHEET 32 OF 34)
CULVERT / CONVEYOR
(C-1) x
x
0 /
OUTLET PROTECTION
i- (SEE SHEET 34 OF 34) _
/ 1
DITCH NO. 5
A0VI
C�
PLAN VIEW: SEDIMENT BASIN NO. 2
SCALE: 1" = 50'
900 900
EXISTING GROUND
Q25 HWD EL. 837.58 EMERGENCY SPILLWAY
50% CLEAN OUT EL. 832.21
NORMAL POOL EL. 835.00 EL. 838.58
850 850
? 1 CREST EL. 841.0
- - - - - - - - - BOTTOM EL. 829.00 (11
3.0%
CENTERLINE CUTOFF TRENCH
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00
Cross Section A -A' PRINCIPLE SPILLWAY
Scale: 1" - 50' 72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 67 FT OF 36" CMP
900 900
•11
Q25 HWD EL. 837.58
50% CLEAN OUT EL. 832.21
850
MAIN HAUL ROAD
850 ?\ /- SUMP
800
0+00 0+50 1+00
FILL MATERIAL
1L
2'-
NORMAL POOL EL. 835.0
r- EXISTING GROUND
7 , .p.
BOTTOM EL. 829.0
0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
3.0%
850
14 FT ACCESS
CREST EL. 841.0 800
2+50 3+00
Q25 HWD EL. 837.58
50% CLEAN OUT EL. 832.21
1+50 2+00 2+50 3+00 3+50
DA-6 CULVERT TO SB-2
Scale: 1" = 50'
(.` /'`I ITr1CC T�CAIr`LJ
(ABUTMENTS)
- 2' MAXIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
N.T.S.
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
NORMAL POOL EL. 835.0
EXISTING GROUND
1
850
14 FT ACCESS
CREST EL. 841.0 J0
4+00 4+50 5+00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION - ROAD CROSSING
N.T.S.
Approx 75 ft. 1.0� Oft. Freeboard
1.42 ft.
1
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
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
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
15.35 ft. 1.0� Oft. Freeboard
0.34 ft.
1 1
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: 11.51
Area of Wetted Cross Section: 3.60
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 99.63 cfs
Depth of Flow: 0.34 feet
Velocity: 27.67 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
841.00
840.00
839.00
838.00
J 837.00
2
C 836.00
j 835.00
0)
W 834.00
833.00
832.00
831.00
830.00
829.00
Stage Storage Curve
SEDIMENT BASIN NO. 2
P OF STRUCTURE
1.00)
EMERGrNCY SPILLWAY (838.58)
PRINCIPAL 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
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34
" .,;, .
TRASH RACK'-�I1)I�Tj1-�1I�)�fl- �EMERGENCYSPILLWAY
1' MIN. 11=I1{l=illi=llil=li{I=11i1=11i1= 20.
oQE 1111�11f1=1111=1111=111l=1111=111l=111h111l� Zs�on
tis�- li=lill=llll=llli-1111=Nil=II_li=Nil=111i=11R=111i- F
ti°` �flfh1111�flfl�1111=1i11�1i11hfl1i�111l�u1l�1111�1111-11f1�1i
IIIII�lUi=1111=IUi=llli�llli�llll�llll�1111 I l�gil=Ull=lii1=11fi-
BARREL
PIPE
T
ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 841.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
000000
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 838.58
times the upward force.
NORMAL POOL EL. 835.00
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1 F
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 832.21
I I
I I
72" SQUARE
�� A� \
Height = 6'
Wei ht = 15,220 Ib
g
j CONCRETE j
I RISER I
Where:
6.00'
�
Riser Weight = 15,220 Ib
°
°"
BOTTOM OF POND EL. 829.00
d <
° °° " A. °
d °
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
a d°
° ° d °
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 Ib
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 15,220 Ib + 3675 Ib = 18895 Ib
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 Ib
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
° 4 ° °
18895 Ib > 13,478.4 Ib x 1.25
18895 Ib > 16,848 Ib
PLAN VIEW
N.T.S.
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.
C
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I hereby certify that this document was CA�Ojr,
prepared by me or under my direct personal �• �,
supervision and is correct to the best of my QQ .•�F�SS�O'•C�2
knowledge and belief and that I am a duly = 4Q SEAL -
licensed Professional Engineer under the SHEET NUMBER
laws of the Statteeof o h Carolina. �� : 048820 i s
N-1 :7.1
'�NGINE�P'
(Signature)
Date: August 25, 2021 10 OF 34
�1�!l1111411�,

850 EXISTING GROUND 850
EMERGENCY SPILLWAY
Q25 HWD EL. 801.27 NORMAL POOL EL. 799.27 EL. 802.27
50% CLEAN OUT EL. 796.86
800 2 7 2.7 21 CREST 804.0 800
BOTTOM EL. 794.0 1.5%
750 750
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
Cross Section A-APRINCIPLE SPILLWAY
Scale: 1" - 50' 72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 67 FT OF 36" CMP
850
EXISTING GROUND
850
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
56.90 ft.
1 1.00ft. Freeboard
0.73 ft.
2 - 50.00 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: 50.00
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
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 DETAIL
CHUTE SECTION
N.T.S.
1
2
29.68 ft.
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: 25.76
Area of Wetted Cross Section: 4.33
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 79.20 cfs
Depth of Flow: 0.17 feet
Velocity: 18.29 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
0.17 fft
1 1.00ft. Freeboard
2
804.00
803.00
802.00
801.00
J 800.00
c
O 799.00
c�
O
LU 798.00
797.00
796.00
795.00
794.00
Stage Storage Curve
SEDIMENT BASIN NO. 3
CLEAN OUT LEVEL
00) 0
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
-
795.00
N/A
N/A
0.4717 0.4560 1.00
0.4501
0.4501
1.00
796.00
N/A
N/A
0.5031 0.4874 1.00
0.4814
0.9315
2.00
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
RISER STRUCTURE
TRASH RACK
TOP OF EMBANKMENT -,
SEE SHT 34 OF
1' MIN. I
s�°e�11=111illllliVl
ti°`�111hllll�fl11=1
IIIl�1lll=llll=llll°
lll1=1111=IIII�lI11�llJl=11JI=11JI
1111�1111=till=ll_q=llli=1111�=
11N�1111�1111�11JhlI1hJ111=J111
�I1N�Illi�llll�llli�ll 1Lf �Illi=
EMERGENCY SPILLWAY
RE
BARREL
PIPE
T
ANTIFL TATION BLOCK SECTIONAL VI EW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
Q25 HWD EL. 801.27
TRASH RACK
RISER BUOYANCY CALCULATION
50% CLEAN OUT EL. 796.86
NORMAL POOL EL. 799.27
CREST EL. 804.00
1' FREEBOARD ZI
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
0❑❑❑❑Do❑❑1:]❑00❑❑❑❑0
0111000D❑❑❑❑00111000
+
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 802.27
times the upward force.
800
_
_ _ _
800
NORMAL POOL EL. 799.27
0❑00000❑❑❑❑0000000
1' MIN.
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
BOTTOM EL. 794.0
I I
I I
I I
1
14 FT ACCESS
72" Square Concrete Riser
CREST EL. 804.0
EXISTING GRADE 50% CLEANOUT EL. 796.86
I I
I I
��
A� A
Height = Approximately 6'
Weight = 15,220 lb
I I
72" SQUARE
� �
��
750 750
j CONCRETE j
0+00 0+50 1+00 1+50 2+00 2+50
I RISER I
Where:
6.00'
I_______________I
li
Cross Section B-B'
Riser Weight = 15,220 lb
Scale: 1" = 50'
BOTTOM OF POND EL. 794.00
C <
a •` • • • A. •
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
• • a •
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
� CUTOFF TRENCH
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
• G
s
EXISTING GROUND (ABUTMENTS)
•
•
° • a 4 • • d • • •
<
18895 lb > 13,478.4 lb x 1.25
• <a
• e
• d
18895 lb > 16,848 Ib
FILL MATERIAL--\
2' --1 Y_ I~
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.
PLAN VIEW
N.T.S.
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.
NOT TO SCALE
0 I U
N
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ul >
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,ti�ytililrrr►rr
I hereby certify that this document was ,`����• l�
VO.41
prepared by me or under my direct personal �•
supervision and is correct to the best of my Q��F-S510���2
knowledge and belief and that I am a duly SEAL �
licensed Professional Engineer under the SHEET NUMBER
laws of the State of o h Carolina. �?� : 048820
�� '� .'•�NG E�Q'•Qom:
(Signature) ��� ' • . , , , .. ��
Date: August 25, 2021 �.,�F1itj g ` 11 OF 34

DITCH NO. 10
DITCH NO. 1 Oa
FLUME
1 1 �
1
DITCH NO. 15
\
\
\
\
BASIN ACCESS ROAD
\ D 1
ET PROTECTION
SHEET 34 OF 34)
I
BOTTOM OF POND
EL. 787.50
NORMAL POOL EL. 793.02
CREST OF POND
EL. 798.00'
BASIN ACCESS ROAD
NAD-83
TOP OF POND NC-SPCS
EL. 798.00
POROUS BAFFLES (TYP.)
(SEE SHEET 32 of 34)
50% CLEAN OUT EL. 790.50
(SEE SHEET 32 OF 34)
I
X
I
I
X EMERGENCY SPILLWAY
1 \ LEVEL CONTROL SECTION
X (SEE DETAILS THIS SHEET)
X
A'
42
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET)
t
PRINCIPLE SPILLWAY
1 72" SQUARE CONCRETE RISER
`# W/ TRASH RACK
AND 105 FT OF 42 IN. CMP
e
TEMPORARY BASIN ACCESS ROAD
an*►** \ �*# \
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 EMERGENCY SPILLWAY
EL. 796.02
c
800 CREST 798.0 I o
0
LL
BOTTOM EL. 787.50 3.01/o
750
0+00 0+50 1+00 1+50 2+00 2+
Cross Section A -A'
Scale: 1 " = 50'
850
:11
750
0+00
EXISTING GROUND
850
750
3+00 3+50 4+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 105 FT OF 42" CMP
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
57.90 ft.
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
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
SEDIMENT BASIN NO. 4
Outflow
Total Discharge:
130.7449 cfs
Water Surface Elevation:
795.02 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 4 Principle Spillway, Drop Pipe
Riser Top Elev:
793.02 ft
Riser Base Elev:
787.50 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
105.00 ft
Culvert Diameter:
42.00 in
Culvert Invert In:
787.50 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge: 130.74 cfs
FILL MATERIAL
1 � �
1
2'
Q25 HWD EL. 795.02
1 r NORMAL POOL EL. 793.02
50% CLEAN OUT EL. 790.50
' BOTTOM EL. 787.50
0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section B-B'
Scale: 1" = 50'
q CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
- 2' MAXIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
4+00 4+50 5+00
N.T.S.
50.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
850
:11
14 FT ACCESS
CREST EL. 798.00
750
5+50 6+00 6+50
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: 26.35
Area of Wetted Cross Section: 7.74
Channel Slope: 20.0000
Manning's n of Channel: 0.0175
Discharge: 129.88 cfs
Depth of Flow: 0.30 feet
Velocity: 16.78 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
TRASH RACK
NORMAL POOL EL. 793.02
Stage Storage Curve
SEDIMENT BASIN NO. 4
i yy.Ou
797.50
1.00ft. Freeboard
0.98 ft.
795.50
793.50
791.50
789.50
787.50
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)
Storage volume computations
SB-4
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
787.50
N/A
N/A
0.6887
789.50
N/A
N/A
0.8048 0.7467 2.00
1.4730
1.4730
2.00
790.50
N/A
N/A
0.8633 0.8340 1.00
0.8350
2.3081
3.00
791.50
N/A
N/A
0.9216 0.8632 1.00
0.8702
3.1783
4.00
793.02
N/A
N/A
1.0123 0.9670 1.52
1.4698
4.6481
5.52
793.50
N/A
N/A
1.0410 0.9813 0.48
0.4711
5.1192
6.00
795.50
N/A
N/A
1.1624 1.1017 2.00
2.1813
7.3005
8.00
796.02
N/A
N/A
1.1955 1.1789 0.52
0.6130
7.9136
8.52
797.50
N/A
N/A
1.2896 1.2260 1.48
1.8145
9.7281
10.00
1.00ft. Freeboard 798.00
N/A
N/A
1.3066 1.2981 0.50
0.6467
10.3748
10.50
-
0.30 ft.
DoOooO
Do❑❑oo0
0°❑❑❑000
a❑❑❑❑o
a❑❑❑❑0
000000
TOP OF EMBANKMENT ---
RISER STRUCTURE
SEE SHT 34� OFz�t�fYE� . �-
TRASH RACK? �y�ud �l1T=11Y;1I(I;1IlhlI11- EMERGENCY SPILLWAY
\ NNRi1�Nll� 1'MIN. �I111 �1i 1��li lilll��llll mil ���ll-�17,.
BARREL
PIPE
CUT-OFF ANTI SEE
ANTIFLOTATION BLOCK SECTIONAL VIEW TRENCH COLLAR STABILIZED
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
RISER DETAILS
NOT TO SCALE
CREST EL. 798.00 RISER BUOYANCY CALCULATION
MIN. 1' FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 796.02 times the upward force.
1'FREEBOARD
Z=
OJ
fn
w
am
0
.T
N
O
Z
3:
0)
O
U
J
LiQ
Y
Z
Q
:2\
:200
N
�
N
O
N
U)
Q
J
o
N
J
o
Z
o
w
2
?i
U
LI.I
J
U
�
..
O
W
0_
2
Q
U
0_
Ld
J
0
0
U
0
cn
0_
L�
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I 1 F
I I
72" Square Concrete Riser
50% CLEANOUT EL. 790.50 I I Height = Approximately 6'
EXISTING GRADE I 72" SQUARE I �� A \ Weight = 15,220 lb
I I �� � � �� ��i � g
j CONCRETE j
I RISER I Where:
5.52'
� ���� �V\��� ��II
Q
_______________I
Riser Weight = 15,220 lb
V
Z
ea < d
Z
BOTTOM OF POND EL. 787.50 d • d a °` 42" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
-1d
Q
a da
° a . d
cli 0
72" SQUARE CONCRETE RISER
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb Q W W
ANTI -FLOTATION BLOCK (IF APPLICABLE) Z Q Q
Structure Weight = 15,220 lb + 3675 lb = 18895 lb V 0
ELEVATION VIEW 0 = Z W
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
H
Z
J
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
Q
�
_
(n
LL
a
ANTI -FLOTATION BLOCK (IF APPLICABLE)
C�
Q
O
9 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
Z
m
0/
� 18895 lb > 13,478.4 lb x 1.25
Z
a
06
.d 18895 Ib > 16,848 Ib
Z
a
.
5
2
d
J
0
W
Z
O
%
NOTES
Uj
0
Z
Z
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
•. A 2. Where corrugated aluminum or aluminized steel pipe is used, all
V/
a
areas where the pipe is to be in contact with concrete shall be painted with
LU
a
d A BARREL CMP a black bituminous enamel paint.
�-^)
V
PLAN VIEW
N.T.S.
,�y��lilr�rfi�
I hereby certify that this document was CARp'1•,
prepared by me or under my direct personal �•
supervision and is correct to the best of my 0 O ••. 2
knowledge and belief and that I am a duly = 4R, SEAL
licensed Professional Engineer under the - = SHEET NUMBER
laws of the State of o h Carolina. �?� :_ 048820
(Signature) • , , , , , ,P
Date: August 25, 2021 ��i���1i1/ B. NO\\ 12 OF 34
�1jf11I1It�>>,

FLUME
\ /
\ DITCH NO. 16
iAV
OUTLET PROTECTION *400
00
\ (SHEET34OF34) B 11110*0������
A"-* f
NAD-83
NC-SPCS
DITCH NO. 16 TEMPORARY BASIN ACCESS ROAD
BOTT OF POND !J SILT FENCE
'o
45.00 (SEE SHEET 32 OF 34)
CREST OF POND
EL. 855.00'
OUTLET PROTECTION 50% CLEAN OUT EL. 848.73
(SHEET 34 OF 34) A �'
f - POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
DITCH NO. 19 NORMAL POOL EL. 851.48
B PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
�l- AND 60 FT OF 30 IN. CMP
EMERGENCY SPILLWAY
AI CHUTE SECTION
0.19 (SEE DETAILS THIS SHEET)
ION I EMERGENCY SPILLWAY
1 LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
TEMPORARY BASIN ACCESS ROAD
850
EXISTING GROUND
800
0+00
PLAN VIEW: SEDIMENT BASIN NO. 5
SCALE: 1" = 50'
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: 35.00
Wetted Perimeter: 37.34
Area of Wetted Cross Section: 18.89
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 32.19 cfs
Depth of Flow: 0.52 feet
Velocity: 1.70 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Q25 HWD EL.
852.48
SEDIMENT BASIN NO. 5 PRINCIPLE SPILLWAY
NORMAL POOL EL. 851.48
Outflow
900
900
Total Discharge: 45.2490 cfs
50% CLEAN OUT EL. 848.73
Water Surface Elevation: 852.48 ft
EMERGENCY SPILLWAY
Tailwater Elevation: 0.00 ft
EL. 853.48
Detention Base Elevation: 0.00 ft
850
CREST 855.0 850
Outlet #1: Sediment Basin 5 Principle Spillway, Drop Pipe
? 7
Riser Top Elev: 851.48 ft
1.5%
Riser Base Elev: 845.00 ft
BOTTOM EL. 845.0
Riser Diameter: 72.00 in
EXISTING GROUND
Orifice Coefficient: 0.50
Weir Coefficient: 3.33
800
800
Culvert Length: 60.00 ft
Culvert Diameter: 30.00 in
0+00
0+50 1+00 1+50 2+00
Culvert Invert In: 849.21 ft
PRINCIPLE SPILLWAY
Cross Section A -A'
Culvert Friction Coefficient: 0.02
72" SQUARE CONCRETE RISER
Culvert Entrance Loss Coefficient: 0.90
Scale: 1" = 50' W/ TRASH RACK AND 60 FT OF 30" CMP
Discharge: 45.25 cfs
FILL MATERIAL
9.54 ft.
15.00 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: 15.00
Wetted Perimeter: 15.60
Area of Wetted Cross Section: 2.06
Channel Slope: 50.0000
Manning's Inof 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
0.52 ft.
1.00ft. Freeboard
2
855.00
854.00
853.00
852.00
J 851.00
2
O 850.00
CZ
>
a�
Lu 849.00
848.00
847.00
846.00
845.00
Stage Storage Curve
SEDIMENT BASIN NO. 5
CLEAN OUT LFVEL (848.73)
PAL SPILLWAY (851.
ERGENCY SPILLWAY I(851�
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
849.00
N/A
N/A
0.2255 0.2154 0.27
0.0561
0.7302
4.00
850.00
N/A
N/A
0.2461 0.2358 1.00
0.2319
0.9621
5.00
851.00
N/A
N/A
0.2675 0.2568 1.00
0.2528
1.2149
6.00
851.48
N/A
N/A
0.2779 0.2727 0.48
0.1309
1.3458
6.48
852.00
N/A
N/A
0.2891 0.2783 0.52
0.1433
1.4891
7.00
853.00
N/A
N/A
0.3117 0.3004 1.00
0.2962
1.7853
8.00
853.48
N/A
N/A
0.3217 0.3167 0.48
0.1520
1.9373
8.48
855.00
N/A
N/A
0.3535 0.3326 1.52
0.5091
2.4464
10.00
44ff
�1 f '1ft.
Freeboard
-
T
F STRUCTURE
10)
.48)
TOP OF EMBANKMENT
RISER STRUCTURE �� i r
SEE SHT 34 OF 3
TRASH RACK EMERGENCY SPILLWAY
--IITI=11'11� 11 Jf ���11 � J111-
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BARREL
PIPE
1" Ll
\W/7
ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL NOT TO SCALE
RISER DETAILS
CREST EL. 855.00 RISER BUOYANCY CALCULATION
1' FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 853.48 times the upward force.
1' MIN.
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
800 i i 1 F
UABE 72" Square Concrete Riser
0+50 1+00 1+50 2+00 2+50 3+00 3+50 I CONCRETE I
o I I Height = Approximately 7
EXISTING GRADE
50 /o CLEANOUT EL. 848.73 RISER Weight = 17170 lb
I I
Cross Section B-B6.48'
Scale: 1" = 50' ' - --e ----- <-- i Where:
--� -�- <---a - \ \ �I Riser Weight = 17170 lb
BOTTOM OF POND EL. 845.00 ° . ° < A. 30" DIA BARREL CMP Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
e a° • Ca A "A a A d <A
ANTI -FLOTATION RISER FILL Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 lb/ft' = 2700 lb
(IF APPLICABLE) ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 17170 lb + 2700 lb = 19870 lb
ELEVATION VIEW
1
2'
Q25 HWD EL. 852.48
50% CLEAN OUT EL. 848.73 ,
7
NORMAL POOL EL. 851.48
BOTTOM EL. 845.0
14 FT ACCESS
CREST EL. 855.00
CUTOFF 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.
850
TRASH RACK
NORMAL POOL EL. 851.48
72" SQUARE CONCRETE RISER
1.09 ft.
35.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1�
2
0❑❑❑❑0
0❑❑❑❑0
❑❑❑❑0
0❑❑❑❑00❑❑❑❑00❑❑❑❑0
N.T.S.
PLAN VIEW
N.T.S.
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 252 ft' x 62.4 Ib/ft3 = 15725 lb
....... ��.�............. ,.� .........ABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
19870 lb > 15725 lb x 1.25
19870 Ib > 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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supervision and is correct to the best of my 0�
knowledge and belief and that I am a duly _ Q , y
licensed Professional Engineer under the = = SEAL
laws of the State of North Carolina. _ 048820 - SHEET NUMBER
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Date: August 25, 2021 .,�F�j wN\,��.`' 13 OF 34
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/ FLUME
DITCH NO. 19
OUTLET PROTECTION
►�� (SEE SHEET 34 OF 34)
/i
BOTTOM OF
EL. 842.00
BASIN ACCESS ROAD
DITCH NO. 20
CREST OF POND J� X
EL. 852.00
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50 FT OF 30 IN. CMP
TEMPORARY BASIN ACCESS ROAD EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
PLAN VIEW: SEDIMENT BASIN NO. 6
SCALE: 1" = 50'
DITCH NO. 19
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
B'
NAD-83
NC-SPCS
TEMPORARY BASIN ACCESS ROAD
SILT FENCE
f (SEE SHEET 32 OF 34)
�- 50% CLEAN OUT EL. 845.68
NORMAL POOL EL. 848.51
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET)
At
EMERGENCY SPILLWAY DETAIL
N.T.S.
1.35 ft.
0.59 ft.
1 1.00ft. Freeboard
2 2
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
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
Q25 HWD EL. 849.51
SEDIMENT BASIN NO. 6 PRINCIPLE SPILLWAY
NORMAL POOL EL. 848.51
900
900
Outflow
Total Discharge: 46.7834 cfs
50% CLEAN OUT EL. 845.68
Water Surface Elevation: 849.51 ft
EMERGENCY SPILLWAY
Tailwater Elevation: 0.00 ft
-850.41
Detention Base Elevation: 0.00 ft
850
? CREST 852.0 850
Outlet #1: Sediment Basin 6 Principle Spillway, Drop Pipe
21
1.5%
Riser Top Elev: 848.51 ft
BOTTOM EL. 842.0
Riser Base Elev: 842.00 ft
Riser Diameter: 72.00 in
EXISTING GROUND
Orifice Coefficient: 0.50
Weir Coefficient: 3.33
800
800
Culvert Length: 50.00 ft
0+00
0+50 1+00 1+ 2+00 2+50
Culvert Diameter: 30.00 in
PRINCIPLE SPILLWAY
Culvert Invert In: 846.15 ft
Cross Section A-A72" SQUARE CONCRETE RISER
Culvert Friction Coefficient: 0.02
Scale: 1" = 50' W/ TRASH RACK AND 50 FT OF
Culvert Entrance Loss Coefficient: 0.90
30" CMP
Discharge: 46.78 cfs
Q25 HWD EL. 849.51
900 NORMAL POOL EL. 848.51 900
50% CLEAN OUT EL. 845.68
EXISTING GROUND
850 850
BOTTOM EL. 842.0
1714 FT ACCESS
CREST EL. 852.00
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
- - ;�"r
2' --I (-t
CUTOFF 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.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
19.61 ft. 5 ff
1 1 O'1.00tft. 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: 15.68
Area of Wetted Cross Section: 2.32
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
RISER DETAILS
Stage Storage Curve
SEDIMENT BASIN NO. 6
852.00
851.00
850.00
849.00
J 848.00
O 847.00
co
a>
LL I 846.00
845.00
844.00
843.00
842.00
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
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 3 ; i` _ _;,•°•, ::_i
TRASH RACK EMERGENCY SPILLWAY
-IIT=11) 1'MIN. {I={lll=iil= 2
e� 1111 1111 1111=JUhlIJI-111l=N11=11U 1111 glsio
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2°'�-1111=1111�1111=1HI=1111�1111�JI{I�1111�N11=1111�1111�111l�11
IIII�IIII=IIIl=1111=1111�1111�11{I=1i11 =till I l�llll=lC11=1111=1111-
BARREL
PIPE
\/%/,\\
ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL NOT TO SCALE
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 852.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 850.41
times the upward force.
NORMAL POOL EL. 848.51
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
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1 F
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 845.68
CONCRETE I
RISER i
�V ��V
��
Height Approximately 7
Weight = 17170 lb
I 6.51' I
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A� ��i I
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�_____ --_ ,
ere:
1 <° ° " I
<----
��` �������� �II
--� -�- -
Riser Weight = 17170 lb
°
BOTTOM OF POND EL. 842.00 4.
, ° °" ° A. °
30" DIA BARREL CMP
Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
< ° a d°
° ° d °
Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 Ib/ft3 = 2700 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 17170 lb + 2700 lb = 19870 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 252 ft' x 62.4 Ib/ft3 = 15725 Ib
72 SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
° d
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
° ° 4 ° ! ° ° a °
19870 lb > 15725 lb x 1.25
a
19870 Ib > 19656 Ib
[--
PLAN VIEW
N.T.S.
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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PLAN VIEW
N.T.S.
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 ,`�%,kA CAi D0`1
prepared by me or under my direct personal �•
supervision and is correct to the best of my QQ . �F�ssIOC�2
knowledge and belief and that I am a duly SEAL
licensed Professional Engineer under the SHEET NUMBER
laws of the StatE of o'rth, /Carolina. �?� : 048820
VjJ
(Signature) � • NG! N �. • ��
Date: August 25, 2021 0.,�C�jgj B �` 14 OF 34
�1�!l11114T<1�,

TEMPORARY BASIN ACCESS ROAD
EMERGENCY SPILLWAY DETAIL
DITCH NO.20 LEVEL CONTROL SECTION
OUTLET PROTECTION
(SEE SHEET 34 OF 34) A N.T.S.
TEMPORARY BASIN ACCESS ROAD
56.6564
gg f
BOTTOM of POND 1 0�1.00tft. Freeboard
T
EL. 840.00 2 2 }
-- NAD-83 50.00 ft.
NC-SPCS
DD 1
\ I
SILT FENCE
(SEE SHEET 32 OF 34)
X Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
X _ X _ I Dimensions: Left Side Slope 2.00:1
CREST OF POND X X - X - X X - _ Right Side Slope 2.00:1
EL. 850.00 X X X - X - X - X + LEVEL CONTROL SECTION Base Dimension: 50.00
50% CLEAN OUT EL. 843.50 + (SEE DETAILS THIS SHEET) Wetted Perimeter: 52.97
Area of Wetted Cross Section: 34.09
POROUS BAFFLES (TYP.) +
_ NORMAL POOL EL. 846.34 SEE SHEET 32 OF 34
( ) � � Channel Slope: 0.1000
EMERGENCY SPILLWAY Manning's n of Channel: 0.0175
PRINCIPLE SPILLWAY + CHUTE SECTION
72" SQUARE CONCRETE RISER W/ TRASH RACK /� 1 (SEE DETAILS THIS SHEET) Discharge: 68.22 cfs
AND 94 FT OF 36 IN. CMP A] Depth of Flow: 0.66 feet
Velocity: 2.00 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
PLAN VIEW: SEDIMENT BASIN NO. 7
SCALE: 1" = 50'
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
Q25 HWD EL. 847.34
29.6252
900 NORMAL POOL EL. 846.34 900 gg fftt i
1 0 �1 t011.00ft. Freeboard
50% CLEAN OUT EL. 843.50 2 I 2
EMERGENCY SPILLWAY 25.00 ft.
848.34
850 ? CREST 850.00 850
2�Qr)T�Tr)Kll
EL. 840.0
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: 25.00
EXISTING GROUND J
800 800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A' PRINCIPLE SPILLWAY
Scale: 1" - 50' 72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 94 FT OF 36" CMP
900
Q25 HWD EL. 847.34
50% CLEAN OUT EL. 843.50 NORMAL POOL EL. 846.34
EXISTING GROUND
850
BOTTOM EL. 840.0
800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
- - ;�"r
2' --I 1-t
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
850
14 FT ACCESS
CREST EL. 850.00
800
4+00 4+50
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.
SEDIMENT BASIN NO. 7 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
73.6105 cfs
Water Surface Elevation:
847.34 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 7 Principle Spillway, Drop Pipe
Riser Top Elev:
846.34 ft
Riser Base Elev:
840.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
94.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
842.87 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
73.61 cfs
Wetted Perimeter: 25.70
Area of Wetted Cross Section: 3.96
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 68.24 cfs
Depth of Flow: 0.16 feet
Velocity: 17.25 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
tage Storage Curve
SEDIMENT BASIN NO. 7
850.00
(
50.0
849.00
848.00
'14EMERGENCSPILLWAY
(848.
847.00
846.00
PRINCIPAL
PILLWAY 8
6.34
c
O 845.00
N
LU 844.00
CLEA
14 OUT 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
ELEV.
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
3F) STRUCTURE
34)
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 3 :
TRASH RACK +� •r.. EMERGENCY SPILLWAY
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BARREL
PIPE
1
ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
TRASH RACK CREST EL. 850.00 RISER BUOYANCY CALCULATION
1' FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 848.34 times the upward force.
NORMAL POOL EL. 846.34 1' MIN.
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I 1F
I "SQUARE I
I CONCRETE I 72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL, 843.50 1 RR 6 34i \ \ Height Approximately 7
\� A�AV AV A \ 1i Weight = 17,170 lb
I I
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F_____ <-------- Where:
1 • • ° I
I a • °f
--- ---------I \J III
Riser Weight = 17,170 lb
BOTTOM OF POND EL. 840.00 d . d ° ' ° d•• 36" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
<A
° • d•
ANTI -FLOTATION RISER FILL ANTI -FLOTATION BLOCK (IF APPLICABLE) Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
(IF APPLICABLE) Structure Weight = 17,170 lb + 3675 lb = 20845 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
72 SQUARE CONCRETE RISER ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
° d 1
d • 9 ° • -4 • ° 20845 lb > 13,478.4 lb x 1.25
° • °d 20845 Ib > 16,848 Ib
PLAN VIEW
N.T.S.
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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(Signature) Q�
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Date: August 25, 2021 '�.,�Cc�ijj w��' ;,.`' 15 OF 34
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' WASTE ROCK PILE \
ACCESS ROAD OUTLET PROTECTION
(SEE SHEET 34 OF 34) TEMPORARY
BASIN ACCESS ROAD NAD-83
/ NC-SPCS
1100 k PRINCIPLE SPILLWAY 72" SQUARE
CONCRETE RISER W/ TRASH RACK
B BOTTOM OF POND / AND 46 FT OF 30 IN. CMP
EL. 870.00 OFFSET CHUTE SECTION TO PICK
♦ • ♦ ♦ __ UP PRIMARY OUTLET PIPE DISCHARGE
'♦♦♦♦ ♦♦♦♦ + SILT FENCE ♦
♦ ♦ ♦ ♦ r � (SEE SHEET 32 OF 34)
.... VEGETATED EXIT CHANNEL
TEMPORARY X
BASIN ACCESS ROAD k� k X X _ X _ YYY f
EMERGENCY SPILLWAY \ -rr.r .� /
CREST OF POND LEVEL CONTROL SECTION f "r V 7�
EL. 880.00 (SEE DETAILS THIS SHEET)
20 FT
--- \ ���
50% CLEAN OUT EL. 874.26 /� _
EMERGENCY SPILLWAY % 1�
NORMAL POOL EL. 877.45 CHUTE SECTION
POROUS BAFFLES (TYP.) (SEE DETAILS THIS SHEET) MINE PERMIT BOUNDARY
(SEE SHEET 32 OF 34
)
PLAN VIEW: SEDIMENT BASIN NO. 8
SCALE: 1" = 50'
50% CLEAN OUT EL. 874.26
FUTURE 20 FT. BENCH NORMAL POOL EL. 877.45
900 Q25 HWD EL. 878.45
EMERGENCY SPILLWAY
L. 878.45
-CREST 880.0
0--1%---
BOTTOM EL. 870.0
850
14 FT ACCESS RD.
CHANNEL
EXISTING GROUND
20 ft.
A
a
c
0
n
E 900
m
1_
850
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00
Cross Section A-APRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
Scale: 1" = 50'
50% CLEAN OUT EL. 874.26
NORMAL POOL EL. 877.45
900 Q25 HWD EL. 878.45
BOTTOM EL. 870.0
850
800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section B-B'
:30" CMP Scale: 1" = 50'
FILL MATERIAL--\
_1 L
W/ TRASH RACK AND 46' FT OF 30" CMP
900
14 FT ACCESS
CREST EL. 850.00
EXISTING GROUND
3+00 3+50
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
4+00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
56.18
v
2
50.00 ft.
Channel Design (Non -Erodible) Wetted Perimeter: 52.45
Area of Wetted Cross Section: 27.97
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000
Right Side Slope 2.00:1 Manning's n of Channel: 0.0175
Base Dimension: 50.00
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1
2
1
24.5
20.00 ft.
EXIT CHANNEL DETAIL
N.T.S.
31
2
- 20.00 ft.
SEDIMENT BASIN NO. 8 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
50.3563 cfs
Water Surface Elevation:
878.45 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 8 Principle Spillway, Drop Pipe
Riser Top Elev:
877.45 ft
Riser Base Elev:
870.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
46.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
874.62 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
50.36 cfs
1 01.Mt. Freeboard
2
0.$�tft F 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)
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: 20.66
Area of Wetted Cross Section: 2.99
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 49.36 cfs
Depth of Flow: 0.15 feet
Velocity: 16.53 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slope
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 22.59
Area of Wetted Cross Section: 12.25
Channel Slope: 1.0000
Manning's n of Channel: 0.0245
Discharge: 49.38 cfs
Depth of Flow: 0.58 feet
Velocity: 4.03 fps
Channel Lining: Vegetated
Freeboard: 1.00 feet
RISER DETAILS
Oft.Freeboard
2
880.00
879.00
878.00
877.00
J 876.00
2
c
875.00
CZ
>
2
Lu 874.00
873.00
872.00
871.00
870.00
0.00
Stage Storage Curve
SEDIMENT BASIN NO. 8
EMERGENCY SPI LWAY (878.45)
PRINCIPAJ SPILLWAY (877.45
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 8
RE
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
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34
TRASH RACK AkEMERGENCY SPILLWAY
=11Ti=`l�l� II 1 1
1' MIN. ,1=111=llll=fill=fill=fill=fill= 20.
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ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
TRASH RACK
RISER BUOYANCY CALCULATION
+ CREST EL. 880.00
V FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH fEMERGENCY SPILLWAY EL. 878.45
times the upward force.
NORMAL POOL EL. 877.45
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1
F
72" Square Concrete Riser
EXISTING GRADE /50-12 CLEANOUT EL. 874.26
i CONCRETE i
I RISER I
I 7.45' I
�\ \\\\\ \� \ \ I
Height = Approximately 8'
Weight 19,1201b
I I
III
I
IF--7
----- a--------1
Where:
1.. < ° °. 1
d. °
I_ -- ---------I
Riser Weight = 19,220 Ib
° °°
BOTTOM OF POND EL. 870.00
.d °
° "° °° °
30" DIA BARREL CMP
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 Ib
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 Ib + 3675 Ib = 22795 Ib
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 17971.2 Ib
72" SQUARE CONCRETE RISER
ANTI FLOTATION BLOCK (IF APPLICABLE)
d
°
9
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
22795 Ib > 13,478.4 Ib x 1.25
°
A
22795 Ib > 22,464 Ib
PLAN VIEW
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.
BARREL
PIPE
ANTI SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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I hereby certify that this document was ��CARp���.
prepared by me or under my direct personal �•
supervision and is correct to the best of my Q 'pFESS�O 2
knowledge and belief and that I am a dulySEAL�..'�
licensed Professional Engineer under the = SHEET NUMBER
laws of the State of o h Carolina. �?� 048820
(Signature) i 'rr • , , , , , , . •' �Q` �
Date: August 25, 2021 ��i��C��ijj D. W_ ``,````1 16 OF 34
11►1l11111 %%

EMERGENCY SPILLWAY SILT FENCE
LEVEL CONTROL SECTION (SEE SHEET 32 OF 34)
(SEE DETAILS THIS SHEET)
EMERGENCY SPILLWAY /
CHUTE SECTION
(SEE DETAILS THIS SHEET) /
CENTERLINE CUTOFF TRENCH
TOP OF POND X - X -
EL. 860.00 X
PRINCIPLE SPILLWAY 72" SQUARE -�
CONCRETE RISER W/ TRASH RACK
AND 51 FT OF 30 IN. CMP
B BOTTOM OUTLET PROTECTION
(SEE SHEET 34 OF 34)
MINE PERMIT BOUNDARY
NORMAL POOL EL. 856.07
50% CLEAN OUT EL. 853.51
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
Q
WASTE ROCK PILE
ACCESS ROAD
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
OF POND
EL. 850.00
B'
NAD
NC -
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1
2
27.72
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 n 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
14.8824
Wetted Perimeter: 10.99
Area of Wetted Cross Section: 2.30
1 1 0 .200tft. Freeboard
2 2
10.00 ft.�
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 48.81 cfs
Depth of Flow: 0.22 feet
Velocity: 21.19 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
900 50% CLEAN OUT EL. 853.51
Q25 HWD EL. 857.07 NORMAL POOL EL. 856.07
EMERGENCY SPILLWAY
EL. 858.07
CREST 860.0 -
850 z
800
0+00 0+50 1+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 51 FT OF 30" CMP
BOTTOM EL. 850.0
- - __ - - - - - - - - -
1+50 2+00 2+50 3+00 3+50
Cross Section A -A'
Scale: 1" = 50'
A0 50% CLEAN OUT EL. 853.51
_ NORMAL POOL EL. 856.07
900 14 FT ACCESS 900
Q25 HWD EL. 857.07 CREST EL. 850.00
FUTURE 20 FT BENCH
TEMPORARY /�
BASIN ACCESS ROAD A
850 ? ` 850
BOTTOM EL. 850.0
PLAN VIEW: SEDIMENT BASIN NO. 9
SCALE: 1" = 50'
800 800
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 860.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 858.07
times the upward force.
NORMAL POOL EL. 856.07
1' MIN.
1
� 2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1�
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 853.51�7
CONCRETE I
RISER i
1 6.07' 1 �V ��� �V �� A� 11� I
I I
Height Say 6
Weight = 15,220 lb
I I
�_____�_ ,
-------
ere:
Riser Weight = 15,220 lb
BOTTOM OF POND EL. 850.00 d <
d °` ° `'
30" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
°
a ° ° de a d° a
° d °
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
d
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
° d ° ' 9 °
18895 lb > 13,478.4 lb x 1.25
°
18895 lb > 16,848 Ib
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o°❑°❑°❑°°❑o
a00❑°❑°❑Ha
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.
PLAN VIEW
N.T.S.
4+00 4+50 5+00 5+50
SEDIMENT BASIN NO. 9 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
51.3860 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 Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
51.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
853.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
51.39 cfs
•11
850
800
6+00
860.00
859.00
858.00
857.00
J 856.00
O 855.00
a)
Lu 854.00
853.00
852.00
851.00
850.00
Stage Storage Curve
SEDIMENT BASIN NO. 9
860.
EMERG NCY SPILLWAY (858. )
PRINCIPAL PILLWAY (856.07)
CLEAN OUT LEVEL (853.51)
)0 STRUCTURE
D.00
0.70
1.40 2.10
2.80
3.50
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
0.1961
851.00
N/A
N/A
0.2254 0.2108 1.00
0.2052
0.2052
1.00
852.00
N/A
N/A
0.2546 0.2400 1.00
0.2345
0.4397
2.00
853.00
N/A
N/A
0.2848 0.2697 1.00
0.2641
0.7038
3.00
853.51
N/A
N/A
0.3007 0.2928 0.51
0.1502
0.8541
3.51
854.00
N/A
N/A
0.3158 0.3003 0.49
0.1444
0.9985
4.00
855.00
N/A
N/A
0.3479 0.3319 1.00
0.3260
1.3244
5.00
856.00
N/A
N/A
0.3807 0.3643 1.00
0.3582
1.6826
6.00
856.07
N/A
N/A
0.3831 0.3819 0.07
0.0267
1.7093
6.07
857.00
N/A
N/A
0.4143 0.3975 0.93
0.3646
2.0739
7.00
858.00
N/A
N/A
0.4488 0.4315 1.00
0.4252
2.4991
8.00
858.07
N/A
N/A
0.4511 0.4499 0.07
0.0315
2.5306
8.07
860.00
N/A
N/A
0.5139 0.4814 1.93
0.9249
3.4555
10.00
FILL MATERIAL
1L
2'�
CUTOFF 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.
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34 �_
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1' MIN. 11=1111=1111=1111=1111=Ii11=111IF Zp.
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• . •
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NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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licensed Professional Engineer under the = - SHEET NUMBER
laws of the Stat of No h Carolina. -4 048820 �'
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(Signature)
Date: August 25, 2021 ,�i���� B. W 4\```� 17 OF 34
ft,f11I1It�>>,

EMERGENCY SPILLWAY DETAIL
CONCENTRATE PLANT/CONVERSION PLANT
CONVEYOR CONVEYOR ACCESS ROAD NO. 1
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET)
NAD-83
NC-SPCS
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
( SHEET)
SEE DETAILS THIS
30 ft. Stream Buffer
CREST OF POND
EL. 819.50
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
i
NORMAL POOL EL. 815.88
50% CLEAN OUT EL. 813.29
SILT FENCE
(SEE SHEET 32 OF 34) I
DELINEATED
WETLANDS
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
DITCH NO.
PRINCIPLE SPILLWAY 72" SQUARE
CONCRETE RISER W/ TRASH RACK
AND 50 FT OF 36 IN. CMP t
BOTTOM
OF POND /
EL. 810.00
_ 1'
1
I
/\,
A'
x
DITCH NO. 26
PLAN VIEW: SEDIMENT BASIN NO. 10
SCALE: 1" = 50'
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
MV/43V
RISER DETAILS
__.W ArO00
FLUME
LEVEL CONTROL SECTION
N.T.S.
58.47 ft. � g2 f
�0�'f ft. 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
N.T.S.
24.68 ft.
0.17 t
1 1 1.0 ft. Freeboard
2 20.00 ft. 2
ore
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: 20.76
Area of Wetted Cross Section: 3.46
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
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
EMERGENCY SPILLWAY
EL. 817.88
CREST 819.50
- - - - - - - - - - - - - - 21
800 BOTTOM EL. 810.00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 50 FT OF 36" CMP
750
0+00 0+50 1+00
50% CLEAN OUT EL. 813.29
850 Q25 HWD EL. 816.88
CREST 819.50
800
0+00 0+50
1+50 2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
NORMAL POOL EL. 815.88 850
BOTTOM EL. 810.00
1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 819.50
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
DD❑❑❑❑��❑❑❑❑��❑❑❑❑�
0❑❑❑❑0
0❑❑❑❑0
0❑❑❑❑0
+ EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 817.88
times the upward force.
NORMAL POOL EL. 815.88
0❑❑❑❑00❑❑❑❑00❑❑❑❑0
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I
1 F
SQUARE
72" Square Concrete Riser
o
EXISTING GRADE 50 /o CLEAN�OUTL. 813.29
CONCRETE i
RISER
I I
�5.88'� �� , ���\
Height = Say 6'
Weight = 15,220 lb
----------- ---�
Where:
Riser Weight = 15,220 lb
° d°°
BOTTOM OF POND EL. 810.00
d .
a ° ° ° °
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
°
° d° ° d° <
a a d e
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
72" SQUARE CONCRETE RISER
ANTI FLOTATION BLOCK (IF APPLICABLE)
° d
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
s
18895 lb > 13,478.4 lb x 1.25
°
ad
18895 lb > 16,848 lb
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.
PLAN VIEW
N.T.S.
14 FT ACCESS
CREST EL. 819.50 800
2+00 2+50
3+50
4+00 4+50
SEDIMENT BASIN NO. 10 PRINCIPLE SPILLWAY
Outflow
'$e
850
750
5+00
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:
50.00 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
Stage Storage Curve
SB-10
820.00
818.00
816.00
814.00
812.00
F STRUCTURE
10)
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
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
FILL MATERIAL
2' MAXIMUM IF NOT CUT TO BEDROCK
1L
2'
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE 1 1 v
TRASH RACK SEE SHT 34 OF 34 ;r'•t ;.;r .
=111 jI LJIJI�JIJIIIJI-EMERGENCY SPILLWAY
1' MIN. I1=IU1=Ill1=IUl=llll=lUl=1111= zo,
Q�=JIJI=JIJI�IIJI JIIIJIII=JIJlJ111JIJI=JIJI
tis�-° il�llll=llll=llll=llll=llll=lUl=llll==lUi=llll=lUi= °pF
2°-J111=fill .=JIJI= fill =1111_ JIJI=JI11_=JIJI= fill -f= fill _=JIII= fill f�JI
ilil=lUl=llll=lUi=1111=i111=1111=IU1=1111 11�=llll=lUl lm;==il�
\<
ANTIFLOTATION BLOCK
•:
..........
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
N
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I hereby certify that this document was ���% FARO/A
prepared by me or under my direct personal �•
supervision and is correct to the best of my Q 'pF�SS1O 2
knowledge and belief and that I am a duly = 4Q SEAL
licensed Professional Engineer under the - = - SHEET NUMBER
laws of the Stateof orth Carolina. �� 048$20 r'
RA
(Signature) '�7r' •.,,•,,,•'P�
Date: August 25, 2021 1i1/ B. f�\`````� 18 OF 34
IIIf1111110%

NAD
NC-'
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
7/ ///� N.T.S.
DITCH NO. 31
SILT FENCE
(SEE SHEET 32 OF 34)
�X X
NORMAL POOL EL. 776.27 /
f
? 50% CLEAN OU 773.19 x
EMERGENCY SPILLWAY \
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
i I I
EMERGENCY SPILLWAY k
CHUTE SECTION /
(SEE DETAILS THIS SHEET)
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34) I
CREST OF POND
EL. 780.00
DITCH NO. 28 B �
72
FLUME
i/
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
� PRINCIPLE SPILLWAY 72" SQUARE
CONCRETE RISER W/ TRASH RACK
AND 60 FT OF 24 IN. CMP
1
,
' 0 �
J �
FLUME
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
� r
FAMWIN101! �@_,Pwpapwaapd-
'P07
FLUME
PLAN VIEW: SEDIMENT BASIN NO. 11
SCALE: 1" = 50'
RISER DETAILS
26.93 ft.
1
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: 23.27
1.00ft. Freeboard Area of Wetted Cross Section: 15.72
- I 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
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
Wetted Perimeter: 10.77
14.69 ft. Area of Wetted Cross Section: 1.79
0.17 t
1 1 1.0 ft. Freeboard Channel Slope: 50.0000
2 I 2 Manning's n of Channel: 0.0175
10.00 ft.-1
Discharge: 32.48 cfs
Depth of Flow: 0.17 feet
Velocity: 18.15 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 773.19
Q25 HWD EL. 777.27
EMERGENCY SPILLWAY
EL. 778.27
800
CREST 780.00
,• _*,a
750
0+00
EXISTING GROUND
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 60 FT OF 24" CMP
:M
NORMAL POOL EL. 776.27
800
BOTTOM EL. 768.00
750
70+50 1+00 1+50 2+00
Cross Section A -A'
Scale: 1" = 50'
50% CLEAN OUT EL. 773.19
Q25 HWD EL. 777.27 �
NORMAL POOL EL. 776.27
BOTTOM EL. 768.00
750
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 780.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 778.27
times the upward force.
NORMAL POOL EL. 776.27
1' MIN.
1 7__2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I
1
RE
72" Square Concrete Riser
°
EXISTING GRADE 50 /° CLEANOUTEL. 773.19
i CONCRETE I
R8.27' �� ��� ��
Height = Approximately 9'
Weight = 21,070 lb
� ����
I I
�----- a --------
Where:
1---
Riser Weight = 21,070 lb
•� °
° d^°
BOTTOM OF POND EL. 768.00 d .
d •
° °
24" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
°
d
a e ° e da
A d A
Weight of Concrete Base = (7 ft x 7 ft x 0.75 ft) x 150 Ib/ft3 = 5,512.5 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 21,070 lb + 5,512.5 lb = 26,582.5 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 324 ft' x 62.4 Ib/ft3 = 20,217.6 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
" 4 A e . ,
26,582.5 lb > 20,217.6 lb x 1.25
° °,
4
26,582.5 Ib > 25,272 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.
PLAN VIEW
N.T.S.
750
2+50 3+00
10 FT ACCESS
CREST EL. 780.00
780.00
779.00
778.00
777.00
J 776.00
� 775.00
0
j 774.00
2
LLJ 773.00
772.00
771.00
770.00
769.00
768.00
0.00
ELEV
(ft)
768.00
770.00
772.00
773.19
774.00
776.00
776.27
777.27
778.00
780.00
FILL MATERIAL
Stage Storage Curve
SEDIMENT BASIN NO. 11
I 0
'
N
0
'
N
Q
0.50
1.00 1.50
2.00
2.50
•
Accumulative Storage (Acre -Ft)
Storage volume computations
m
SEDIMENT BASIN NO. 11
'
m
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
N/A
N/A
0.0713
N/A
N/A
0.1071 0.0892 2.00
0.1716
0.1716
2.00
N/A
N/A
0.1455 0.1263 2.00
0.2450
0.4166
4.00
N/A
N/A
0.1701 0.1578 1.19
0.1874
0.6039
5.19
N/A
N/A
0.1869 0.1662 0.81
0.1369
0.7408
6.00
N/A
N/A
0.2316 0.2092 2.00
0.4098
1.1506
8.00
N/A
N/A
0.2381 0.2348 0.27
0.0634
1.2140
8.27
N/A
N/A
0.2620 0.2468 1.00
0.2500
1.4640
9.27
N/A
N/A
0.2794 0.2555 0.73
0.1882
1.6522
10.00
N/A
N/A
0.3255 0.3024 2.00
0.6002
2.2524
12.00
C:
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SEDIMENT BASIN NO. 11 PRINCIPLE SPILLWAY
1
Outflow
1
Total Discharge: 38.9828 cfs
Water Surface Elevation: 777.27 ft
2
�_
Tailwater Elevation: 0.00 ft
Detention Base Elevation: 0.00 ft
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
Outlet #1: Sediment Basin 11 Principle Spillway, Drop Pipe
PROCTOR MAX. DRY DENSITY
Riser Top Elev: 776.27 ft
WITHIN ±2% OPTIMUM MOISTURE
Riser Base Elev: 768.00 ft
CUTOFF TRENCH DETAIL CONTENT
Riser Diameter: 72.00 in
N.T.S.
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
0
Z
o
Culvert Entrance Loss Coefficient: 0.90
N
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Discharge: 38.98 cfs
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TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34
-=11 I-=11 hflll--=llJl.�llll EMERGENCY SPILLWAY
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ANTIFLO A ION BLOCK
SECTIONALXXI
CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
� PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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supervision and is correct to the best of my Q�•'bFES51p'••��2
knowledge and belief and that I am a dulySEAL
licensed Professional Engineer under the = SHEET NUMBER
laws of the Sta e f =hC na. �� : 048820 ti
(Signature)
Date: August 25, 2021 l�i,��1it/ D. WNW
,`,,`. 19 OF 34
11111111110%

FLUME
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
/I
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FLUME
k /
ITCH NO. 32
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
�- B 1
'IX
NAD-83
NC-SPCS
+
+\
l \ \
x
CREST OF POND
EL. 760.00
+ 50% CLEAN OUT EL. 753.93
NORMAL POOL EL. 756.31
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
EMERGENCY SPILLWAY
CHUTE SECTION
X (SEE DETAILS T IS SHEET)
XI
1
X PRINCIPLE SPILLWAY
1 72" SQUARE CONCRETE RISER W/ TRASH RACK
X AND 55 FT OF 36 IN. CMP
X
I
X SILT FENCE
1 (SEE SHEET 32 OF 34)
X
I
X
1
X
I
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
�Ar
DITCH NO. 35
PLAN VIEW: SEDIMENT BASIN NO. 12
SCALE: 1" = 50'
RISER DETAILS
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1
2
46.75 ft.
40.00 ft.
Channel Design (Non -Erodible)
EMERGENCY SPILLWAY DETAIL Channel Type: Trapezoidal, Equal Side Slopes
CHUTE SECTION Dimensions: Left Side Slope 2.00:1
N.T.S. Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.72
Area of Wetted Cross Section: 3.29
24.65 ft.
0.1 gg fft Channel Slope: 50.0000
1 1 56tit. Freeboard Manning's n of Channel: 0.0175
2 20.00 ft. 2 Discharge: 57.93 cfs
Depth of Flow: 0.16 feet
Velocity: 17.61 fps
Channel Lining: Grouted Riprap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 753.93
Q25 HWD EL. 757.31
800 800
NORMAL POOL EL. 756.31
EMERGENCY SPILLWAY
2 EL. 758.31
750 ?� -CREST 760.0 750
BOTTOM EL. 751.
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/TRASH RACK
EXISTING GROUND AND 55' OF 36" CMP
700 700
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A'
800
I
750
Scale: 1" = 50'
50% CLEAN OUT EL. 753.93
Q25 HWD EL. 757.31 �
NORMAL POOL EL. 756.31
BOTTOM EL. 751.0
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: 40.00
gg f Wetted Perimeter: 43.08
0 f OOtft.� board Area of Wetted Cross Section: 28.46
Channel Slope: 0.1000
Manning's n 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
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
750
10 FT ACCESS
CREST EL. 760.00
L EXISTING GROUND
700 700
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
+ CREST EL. 760.00
�E
1' FREEBO7%ERGENGY
IEMERGENCY
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
SPILLWAY DEPTH SPILLWAY EL. 758.31
times the upward force.
NORMAL POOL EL. 756.31
00000nDE10000000000 1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
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1
72" Square Concrete Riser
EXISTING GRADE�500/2CANOE79 .
iI CONCRETE iI
RISER
Height Approximately tely 6'
Weight 15,220 lb
I 5.31' I
I
I I
IF ----- <- i
ere:
--� --------
Riser Weight = 15,220 lb
° d°°
BOTTOM OF POND EL. 751.00 d .
d • ° ° °
•
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
a
° d
• ° ° • d°
° d
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft'= 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
°
1
°
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
•
°
° • d ° • 9
• • •
°
18895 lb > 13,478.4 lb x 1.25
°.A
18895 lb > 16,848 lb
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.
PLAN VIEW
N.T.S.
Stage Storage Curve
SEDIMENT BASIN NO. 12
760.00
759.00
758.00
J 757.00
c
O 756.00
CZ
>
a>
U-1 755.00
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
5.2426
9.00
FILL MATERIAL
1L
2'
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.
TOP OF EMBANKMENT
RISER STRUCTURE u v 1 V
TRASH RACK SEE SHT 34 OF 34 F .;r'•: :.; ': ;; .•;r
Jill I jI I�JIJIJIJI=JIJI- EMERGENCY SPILLWAY
1' MIN. 11=IU1=1111=IUl=llll=lUl=1111= zo.
Q�=JIJI=JIJI=JIJLJIJI=Jill ,=JIJI= Jill .�JIJIr=Jill�s�
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2° -JI1I=fill Jill JIJI= fill _=JIJI= Jill Jill =JI)IJill ==JIII=JIJI=11
�IIiJ=IUl�llll=lUI�IUI�IU1=1111=IU1=IIIl�I�=lllllUl�llll�llil�
ANTIFLOTATION BLOCK
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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prepared by me or under my direct personal • ,. • • • •., '.
supervision and is correct to the best of my *1Q�•�FESS/p'••,°�2%
knowledge and belief and that I am a duly �: QQ�•';�
licensed Professional Engineer under the = SEAL w
laws of the StalEVof NorthCarolina. 048820 �' SHEET NUMBER
(Signature)
Date: August 25, 2021 �,�/ �. w1� �� 20 OF 34

PLANT PAD AREA
DA-44
NA wNC PCs
UD-4
50% CLEAN OUT
EL. 848.36
DA-45
PRINCIPLE SPILLWAY
72" SQUARE RISER W/ TRASH RACK
AND 50 FT OF 36 IN CMP
,,
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
,,
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34) -\
NORMAL POOL
EL. 850.97
''VA
PLAN VIEW: SEDIMENT BASIN NO. 13
SCALE: 1" = 50'
CREST OF POND
EL. 854.00
B
SCREENING
BERM
UA-4
DITCH NO. 43
PLANT ENTRANCE
i
SILT FENCE
(SEE SHEET 32 OF 34)
i
i
i
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
Channel Design (Non -Erodible)
N.T.S.
856.00
Channel Type: Trapezoidal, Equal Side Slopes
\
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
28.13 ft.
1.00ft. Freeboard
Wetted Perimeter: 24.61
1
T
Area of Wetted Cross Section: 22.75
853.00
1.03 ft. t
2
Channel Slope: 0.1000
20.00 ft.
Manning's n of Channel: 0.0175
J
07
Discharge: 57.98 cfs
Depth of Flow: 1.03 feet
850.00
Velocity: 2.55 fps
>
Channel Lining: Grouted Rock Rip Rap
W
Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL
847.00
CHUTE SECTION
65 ft.
1 I1 O'1.00ftFreeboard
2 20.00 ft. 2
•11
CREST 854.0
850
50% CLEAN OUT EL. 848.36
Q25 HWD EL. 851.97
NORMAL POOL EL. 850.97
Emergency Spillway
851.97
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: 20.72
Area of Wetted Cross Section: 3.29
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 57.99 cfs
Depth of Flow: 0.16 feet
Velocity: 17.61 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
21
BOTTOM EL. 844.0
PRINCIPLE SPILLWAY EXISTING GROUND
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50' OF 36" CMP
0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00
Cross Section A -A'
900 900
50% CLEAN OUT EL. 848.36 NORMAL POOL EL. 850.97
Q25 HWD EL. 851.97
850 850
2•� 2•
BOTTOM EL. 844.0
800 800
0+00 0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 854.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 851.97
times the upward force.
NORMAL POOL EL. 850.97
V MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I72" I
1�
SQU813E
72" Square Concrete Riser
oCONCRETE
EXISTING GRADE 50 �CLEA�NOUT�EL848.36
i
I RISER
I 6.97'
Height =Say 7'
Weight = 17,170 lb
I I
I I
F----- ;---------
Where:
Riser Weight = 17,170 lb
° d•°
BOTTOM OF POND EL. 844.00 d .
, ° ° °' ° °
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
< ° A d°
A d
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 17,170 lb + 3675 lb = 20845 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
° d
9
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
4 °
20845 lb > 13,478.4 lb x 1.25
20845 Ib > 16,848 lb
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.
PLAN VIEW
N.T.S.
Scale: 1" = 50'
SEDIMENT BASIN NO. 13 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
74.7720 cfs
Water Surface Elevation:
851.97 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 13
Principle Spillway, Drop Pipe
Riser Top Elev:
850.97 ft
Riser Base Elev:
844.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
50.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
847.97 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
74.77 cfs
•11
800
5+50
Stage Storage Curve
SB-13
T
PRI
�EMERGENGY
CIPAL SPILLWAY (
SPILLWAY (851.9
50.97)
CLEAJOUI
LEVEL (848.36)
)P OF STRUCTURE
54.00)
844.00
0.00
0.70
1.40
2.10
2.80
3.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-13
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
844.00
N/A
N/A
0.1346
845.00
N/A
N/A
0.1763
0.1554
1.00
0.1476
0.1476
1.00
846.00
N/A
N/A
0.2181
0.1972
1.00
0.1895
0.3370
2.00
847.00
N/A
N/A
0.2602
0.2391
1.00
0.2312
0.5682
3.00
848.00
N/A
N/A
0.3028
0.2815
1.00
0.2736
0.8419
4.00
848.36
N/A
N/A
0.3187
0.3107
0.36
0.112
0.9538
4.36
849.00
N/A
N/A
0.3468
0.3248
0.64
0.2048
1.1586
5.00
850.00
N/A
N/A
0.3909
0.3689
1.00
0.3605
1.5191
6.00
850.97
N/A
N/A
0.4345
0.4127
0.97
0.4003
1.9194
6.97
851.00
N/A
N/A
0.4358
0.4133
0.03
0.0047
1.9241
7.00
851.97
N/A
N/A
0.4804
0.4581
0.97
0.4444
2.3685
7.97
852.00
N/A
N/A
0.4818
0.4588
0.03
0.0058
2.3743
8.00
854.00
N/A
N/A
0.5679
0.5249
2.00
1.0393
3.4135
10.00
FILL MATERIAL
1L
2' t�
CUTOFF 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.
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34 %. �';; •;,•
�11)1=t11111111•llllllll� EMERGENCY SPILLWAY
V MIN. Il=llll=lUl=llll=1111=Illl=llll=l 20
Q�=1111=11111111=1111=1111=1111=11111111=11)1� 1st
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11i1=llll=llll=llll=llll=1111=I1lk�1Wi=llll ll�L=1111=Illl=llli=llll =
ANTIFLOTATION BLOCK
; :: - --.......
................
. . •
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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prepared by me or under my direct persona �• �,r
supervision and is correct to the best of my 5/0 ''•,�?i
knowledge and belief and that I am a duly SEAL�..'�
licensed Professional Engineer under the SHEET NUMBER
laws of the State of N9rth Carolina. 048820
(Signature)
wry ,.....
Date: August 25, 2021 21 OF 34

CREST OF POND
EL.855 EMERGENCY SPILLWAY DETAIL
50% CLEAN OUT EL. 849.39 DA.,
DA-48 LEVEL CONTROL SECTION Channel Design (Non -Erodible)
NORMAL POOL EL. 852.34
EN.T.S. Channel Type: Trapezoidal, Equal Side Slopes
POROUS BAFFLES (TYP.) �\ Dimensions: Left Side Slope 2.00:1
(SEE SHEET 32 OF 34) Right Side Slope 2.00:1
Base Dimension: 20.00
DITCH NO. 45 A 26.67 ft.
/ �p`mngft.
Wetted Perimeter: 22.97
a 1 aorro OF POND 1 Freeboard Area of Wetted Cross Section: 14.17
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
EL. 845.00 2 2 Channel Slope: 0.1000
_
20.00 ft. Manning's n of Channel: 0.0175
NAD-83 \ DITCH NO. 46
Discharge: 27.56 cfs
NC-SPCS FLUME
- OUTLET PROTECTION Depth of Flow: 0.66 feet
(SEE SHEET Velocity: 1.95 fps
\ Channel Lining: Grouted Rock Rip Rap
PRINCIPLE SPILLWAY Freeboard: 1.00 feet
♦ 72" SQUARE RISER W/ TRASH RACK '
AND 50 FT OF 36 IN CMP -B
EMERGENCY SPILLWAY DETAIL
EMERGENCY SPIL WAY Channel Design (Non -Erodible)
INLE ECTION LEVEL CONTROL S CTION CHUTE SECTION
(SEE DETA S THIS SHEET) N.T.S. Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
1-48 IN CMP EMERGENC SPILLWA Base Dimension: 20.00
g2 \ CHUTE SE ION � 24.42 ft. Wetted Perimeter: 20.46
(SEE DET ILS THIS, SHE ET Area of Wetted Cross Section: 2.10
ooff
1 1 O 1.00tft. Freeboard Channel Slope: 50.0000
O ` DITCH NO. 46 2 20.00 ft. 2 7_ Manning's n of Channel: 0.0175
XDischarge: 27.54 cfs
O Depth of Flow: 0.10 feet
O Velocity: 13.14 fps
Channel Lining: Grouted Rock Rip Rap
/ Freeboard: 1.00 feet
DITCH NO. 46 50% CLEAN OUT EL. 849.39
y„
Q25 HWD EL. 853.34
900 900
NORMAL POOL EL. 852.34
Emergency Spillway
/ CREST 855.0 853.34
/ 850 850
BOTTOM EL. 845.0 INLET PROTECTION 48 IN CMP - 437' @ 2%
� �y /+ OUTLET PROTECTION
C_ + 800 UNDERDRAIN (UD-4) EXISTING GROUND 800
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
PRINCIPLE SPILLWAY Cross Section A -A'
72" SQUARE CONCRETE RISER W/ TRASH RACK
S T FENCE AND 50' OF 36" CMP Scale: 1" = 50'
(SEE SHEE 32 OF 34)
� ` C 3 .,
900 900 SEDIMENT BASIN NO. 14 PRINCIPLE SPILLWAY
50% CLEAN OUT EL. 849.39 NORMAL POOL EL. 852.34 Outflow
Q25 HWD EL. 853.34 Total Discharge: 74.7720 cfs
2-36 IN CMPS \ CREST 855.0 Water Surface Elevation: 853.34 ft
� Tailwater Elevation: 0.00 ft
850 850 Detention Base Elevation: 0.00 ft
X_X-X-X-k.X_ 2.7 21
OUTLET PROTECTION k BOTTOM EL. 845.0 Outlet #1: Sediment Basin 14 Principle Spillway, Drop Pipe
(SEE SHEET 34 OF 34) X �
Riser Top Elev: 852.34 ft
Riser Base Elev: 845.00 ft
SILT FENCE
Riser Length: 72.00 in
(SEE SHEET 32 of 34) 800 800 Riser Width: 72.00 in
A \ Orifice Coefficient: 0.50
0+05 0+01 0+15 0+02 0+25 0+03 Weir Coefficient: 3.33
Cross Section B-B' Culvert Length: 50.00 ft
PLAN VIEW: SEDIMENT BASIN NO. 14 Culvert Diameter: 36.00 in
Scale: 1" = 50' Culvert Invert In: 849.34 ft
SCALE: 1" = 50' Culvert Friction Coefficient: 0.02
Culvert Entrance Loss Coefficient: 0.90
RISER DETAILS Discharge: 74.77 cfs
TRASH RACK CREST EL. 855.00 RISER BUOYANCY CALCULATION
V FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 853.34 times the upward force.
NORMAL POOL EL. 852.34 V MIN.
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I 1 F
RE I 72" Square Concrete Riser
I CONCRETE i Height =Approximately 8'
EXISTING GRADE 50 °/o CLEANOUT EL. 849.34 I RISER
7.34' I �V ��V ��A� ��� Weight = 19,120 lb
I I
I I
�----- a -------- Where:
1 . - I
Riser Weight = 19,220 lb
BOTTOM OF POND EL. 845.00 dZ.4A
° A. e °°° e 36" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
d ° a
e e de
° d e
ANTI -FLOTATION RISER FILL Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
(IF APPLICABLE) ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 19120 lb + 3675 lb = 22795 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 17971.2 lb
72" SQUARE CONCRETE RISER ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
4 A ° a
° 22795 lb > 13,478.4 lb x 1.25
°A 22795 Ib > 22,464 lb
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.
PLAN VIEW
N.T.S.
857.00
854.00
851.00
848.00
845.00
Stage Storage Curve
SB-14me
TOP F S
(855.0 )
EMERGENCY SPILLWAY (85 .34
RINCIPAL SPILLWAY (852.34)
CLEAN O T LEVEL (849.39)
rRUCTURE
0.00
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.
PLAN VIEW
N.T.S.
857.00
854.00
851.00
848.00
845.00
Stage Storage Curve
SB-14me
TOP F S
(855.0 )
EMERGENCY SPILLWAY (85 .34
RINCIPAL SPILLWAY (852.34)
CLEAN O T LEVEL (849.39)
rRUCTURE
0.00
0.40
0.80
1.20
1.60
2.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-14
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
0.0998
846.00
N/A
N/A
0.1162
0.1080
1.00
0.1048
0.1048
1.00
847.00
N/A
N/A
0.1328
0.1245
1.00
0.1213
0.2261
2.00
848.00
N/A
N/A
0.1500
0.1414
1.00
0.1381
0.3642
3.00
849.00
N/A
N/A
0.1679
0.1590
1.00
0.1555
0.5197
4.00
849.39
N/A
N/A
0.1752
0.1715
0.39
0.0675
0.5872
4.39
850.00
N/A
N/A
0.1864
0.1772
0.61
0.1061
0.6933
5.00
851.00
N/A
N/A
0.2055
0.1959
1.00
0.1923
0.8856
6.00
852.00
N/A
N/A
0.2253
0.2154
1.00
0.2117
1.0972
7.00
852.34
N/A
N/A
0.2323
0.2288
0.34
0.0778
1.1750
7.34
853.00
N/A
N/A
0.2458
0.2355
0.66
0.1539
1.3289
8.00
853.34
N/A
N/A
0.2528
0.2493
0.34
0.0848
1.4137
8.34
855.00
N/A
N/A
0.2871
0.2665
1.66
0.4414
1.8551
10.00
FILL MATERIAL
1L
2' ----I 1 �--
� CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r-2' MAXIMUM IF NOT CUT TO BEDROCK
UM1
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
Z:)
0
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
-is
Z
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34 , ; .�„'"';•'' :�.• `: i';;�•;,• •,
�11)1=t1111�1111•�•llll�llll� EMERGENCY SPILLWAY
V MIN. Il=llll=lUl=llll=1111=Illl=llll=� zo.
Q�=1111=1111�1111=1111=1111=1111=1111�1111_=11)1��
°,F
�>��=uu=ull=����=ul�=lug=1�1�=�i��=uu=
11►1
2°��-1111=1111=1111=1111=1111=1111=J111=1111-_1111=11JI=1111=JI11=11
ANTIFLOTATION BLOCKSECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
� PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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I hereby certify that this document was ,`%% � Ca�O��'�
prepared by me or under my direct personal �•
supervision and is correct to the best of my QQ .•�F�SSIO'•C�2 '•
knowledge and belief and that I am a duly = 4Q SEAL
licensed Professional Engineer under the SHEET NUMBER
laws of the Statte�of Norlh Carolina. �?� : 048820
(Signature)..,,,,,,
Date: August 25, 2021 �i,�Ccfi1j B ��.` 22 OF 34
,�Illlllllflf!
I hereby certify that this document was ,`%% � Ca�O��'�
prepared by me or under my direct personal �•
supervision and is correct to the best of my QQ .•�F�SSIO'•C�2 '•
knowledge and belief and that I am a duly = 4Q SEAL
licensed Professional Engineer under the SHEET NUMBER
laws of the Statte�of Norlh Carolina. �?� : 048820
(Signature)..,,,,,,
Date: August 25, 2021 �i,�Ccfi1j B ��.` 22 OF 34

NAD-83
NC-SPCS
EMERGENCY SPILLWAY i
CHUTE SECTION +
(SEE DETAILS THIS SHEET)
SILT FENCE _t_
(SEE SHEET 32 OF 34) + +
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
-+ A
/ PRINCIPLE SPILLWAY
72" SQUARE RISER W/ TRASH RACK
BERM AND 67 FT OF 36 IN CMP
+
+ B
DIVERSION DITCH
A-
DITCH NO.
42A BOTTOM
FLUME
� � CREST OF POND
EMERGENCY SPILLWAY DETAIL
/ LEVEL CONTROL SECTION
- N.T.S.
DITCH NO.
- 42A EAST
PLANT AREA
BOTTOM OF P
EL. 860.00 T � \
1KJ
-
50% CLEAN OUT EL. 864.58
A POROUS BAFFLES (TYP.)
--- (SEE SHEET 32 OF 34)
DIVERSION DITCH
PLAN VIEW: SEDIMENT BASIN NO. 15
SCALE: V = 50'
SEDIMENT BASIN NO. 15 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
72.6548 cfs
Water Surface Elevation:
868.50 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 16
Principle Spillway, Drop Pipe
Riser Top Elev:
867.50 ft
Riser Base Elev:
860.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
67.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
864.50 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
72.65 cfs
DITCH NO.
42A WEST
RISER DETAILS
BERM
1
2
26.01 ft.
20.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1
2
24.31
20.00 ft.
50% CLEAN OUT EL. 864.58 -
Q25 HWD EL. 868.50
EMERGENCY SPILLWAY
EL. 868.50
900
CREST 870.00
BERM
•10
850
800
0+00
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: 22.25
Area of Wetted Cross Section: 10.55
50 ft
0.1.00ft.
Freeboard
Channel Slope: 0.1000
2
Manning's n of Channel: 0.0175
Discharge: 17.24 cfs
Depth of Flow: 0.50 feet
Velocity: 1.63 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: 20.00
yl
Wetted Perimeter: 20.35
p
1 0 'f Utft. Freeboard
Area of Wetted Cross Section: 1.58
2
I
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 17.23 cfs
Depth of Flow: 0.08 feet
Velocity: 10.92 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
NORMAL POOL EL. 867.50
900
io 1.
850 BOTT M EL. 860.00 850
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
EXISTING GROUND W/ TRASH RACK
AND 6T OF 36" CMP
800 800
0+00 0+50 1+00 1+50 2+00
Cross Section A -A'
Scale: 1" = 50'
BERM
50% CLEAN OUT EL. 864.58 NORMAL POOL EL. 867.50
Q25 HWD EL. 868.50
2 BOTTOM EL. 860.00 2
- EXISTING GROUND DIVERSION DITCH
0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 870.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 868.5
times the upward force.
NORMAL POOL EL. 867.50
v MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I
E
72" Square Concrete Riser
�51oCLEANOUT EL. 864.58
EXISTING GRADEi
ICONCRTEHeight
7.50' RISE
= Approximately 8'
Weight = 19,120 Ib
I I
,
I I
----- a---------
Where:
I ; ° ° I
<---�
--° --- -
Riser Weight = 19,120 Ib
°° ° d•°
BOTTOM OF POND EL. 860.00 d <
e °' ° °
d °
°d°
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
a
° ° ° d° a
° e d °
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 Ib
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 Ib + 3675 Ib = 22795 Ib
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 17971.2 Ib
72 SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
°
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
22795 Ib > 13,478.4 Ib x 1.25
°
° ♦ d
22795 Ib > 22,464 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.
PLAN VIEW
N.T.S.
2+50
900
900
850
850
0+00
800
3+00
850
0+50
872.00
869.00
866.00
863.00
860.00
0.00
Stage Storage Curve
SB-15
-EME GENCY SPILLWAY 868.50)
NCIPAL SPILLWA (867.50)
EAN OUT LEVEL (1864.58)
RE
0.20
0.40
0.60
0.80
1.00
1.20 1.40
Accumulative Storage (Acre -Ft)
Storage volume
computations
SB-15
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
860.00
N/A
N/A
0.0601
861.00
N/A
N/A
0.0713
0.0657
1.00
0.0635
0.0635
1.00
862.00
N/A
N/A
0.0828
0.0770
1.00
0.0749
0.1384
2.00
863.00
N/A
N/A
0.0950
0.0889
1.00
0.0866
0.2250
3.00
864.00
N/A
N/A
0.1078
0.1014
1.00
0.099
0.3240
4.00
864.58
N/A
N/A
0.1156
0.1117
0.58
0.0653
0.3893
4.58
865.00
N/A
N/A
0.1212
0.1145
0.42
0.0467
0.4360
5.00
866.00
N/A
N/A
0.1354
0.1283
1.00
0.1257
0.5616
6.00
867.00
N/A
N/A
0.1501
0.1428
1.00
0.14
0.7016
7.00
867.50
N/A
N/A
0.1578
0.1540
0.50
0.077
0.7786
7.50
868.00
N/A
N/A
0.1655
0.1578
0.50
0.078
0.8565
8.00
868.50
N/A
N/A
0.1735
0.1695
0.50
0.0847
0.9413
8.50
870.00
N/A
N/A
0.1974
0.1814
1.50
0.2729
1.2141
10.00
FILL MATERIAL
1L
CUTOFF 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.
TOP OF EMBANKMENT
RISER STRUCTURE
V
TRASH RACK
SEE sHT 34 of 34
=1111=111=1111_=JI11_=1111=
EMERGENCY SPILLWAY
V MIN. Il=►UI=IUI=IIII=IUi=llil=lUi=
Q�=JIJI=IIJI=JIJI=IIJI�=JIJI_=1111=IIJI=1111=JIJI-
zo.
1s� °�F
11=i1il=illl=llll=llil=llll=llll=llll=llll=llil=llll=
-11JI= Jill =llJl=J111=Jill
i�i��I�II�I�i��IIII�IIII=IIII==IIIi==llll=lU1
J111=Jill-�1111 Jill
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=III/ _=JIJI_=JI11=11
I==IUi=I(11=1111==1111--
BARREL
PIPE
/�\ �"X�x
ANTIFLO A ION BLOCK
SECTIONAL VIEW
CUT-OFF
TRENCH
ANTI -SEEP STABILIZED
COLLAR
2' DEEP
OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
NOT TO SCALE
i J
Lu
G_
' N
0
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.1 U)
73
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a
,�yl{Illlfflll
I hereby certify that this document was �1% CAi pn
prepared by me or under my direct personal �• j �,�
supervision and is correct to the best of my
knowledge and belief and that I am a duly
licensed Professional Engineer under the = = SHEET NUMBER
laws of the State of o h Carolina. 048820
(Signature) •.,;?!NE Q`1�
Date: August 25, 2021 10B. 23 OF 34
+ffllllt��

EMERGENCY SPILLWAY DETAIL
Channel Design (Non -Erodible)
LEVEL CONTROL SECTION
Channel Type: Trapezoidal, Equal Side Slopes
CREST OF POND
N.T.S.
Dimensions: 0:1
POROUS BAFFLES (TYP.)
EL. 836.00
Right Side Slopeope 2.00 1
SEE SHEET 32 OF 34)
Base Dimension: 30.00
50% CLEAN OUT
37.2740
Wetted Perimeter: 33.66
EL. 830.07
//�
���<--__
Area of Wetted Cross Section: 25.89
NORMAL POOL
OUTLET PROTECTION
1.00ft. Freeboard
0.82 ft.
Channel Slope: 0.1000
EL. 833.18
(SEE SHEET 34 OF 34)
2
Manning's n of Channel: 0.0175
NAD-83 SILT FENCE
30.00 ft.
Discharge: 58.38 cfs
Cn
g
NC-SPCS (SEE SHEET 29 OF 31)
i
Depth of Flow: 0.82 feet
c
-x-
- /
Velocity: 2.25 fps
-X- -X-X-
Channel Lining: Grouted Rock Rip Rap
W
/�
Freeboard: 1.00 feet
EMERGENCY SPILLWAY /
LEVEL CONTROL SECTION k
(SEE DETAILS THIS SHEET)
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET) x
PRINCIPLE SPILLWAY OUTLET PROTECTION -
72" SQUARE RISER W/ TRASH RACK �� (SEE SHEET 34 OF34�7
AND 50 FT OF 36 IN CMP \
01
DITCH NO.
007
42A BOTTOM
BOTTOM OF POND
EL. 826.00
FLUME
DITCH NO.
42 EAST
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: 20.00
Wetted Perimeter: 20.73
24.65 ft. gg ff I Area of Wetted Cross Section: 3.30
1 1 01.00tft. Freeboard Channel Slope: 50.0000
Manning's n of Channel: 0.0175
2 20.00 ft. 2 Discharge: 58.35 cfs
Depth of Flow: 0.16 feet
Velocity: 17.66 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
FLUME
PLANT AREA
A_ -- -----
DITCH NO. j
900
- DITCH NO.
42A WEST
42A WEST
EMERGENCY SPILLWAY 50% CLEAN OUT EL. 830.07
EL. 834.18 NORMAL POOL EL. 833.18
Q25 HWD EL. 834.18
PLAN VIEW: SEDIMENT BASIN NO. 16
CREST 836.00
850
SCALE: 1" = 50'
BOTTOM EL. 826.00
800
SEDIMENT BASIN NO. 16 PRINCIPLE SPILLWAY
0+00 0+50 1+00 1+50 2+00 2+50
PRINCIPLE SPILLWAY Cross Section A -A'
Outflow
72" SQUARE CONCRETE RISER
Total Discharge: 74.7720 cfs
W/ TRASH RACK Scale: 1" = 50'
Water Surface Elevation: 834.18 ft
AND 50' OF 36" CMP
Tailwater Elevation: 0.00 ft
Detention Base Elevation: 0.00 ft
Outlet #1: Sediment Basin 18 Principle Spillway, Drop Pipe
900 900
Riser Top Elev: 833.18 ft
Riser Base Elev: 826.00 ft
50% CLEAN OUT EL. 830.07
Riser Length: 72.00 in
NORMAL POOL EL. 833.18
Riser Width: 72.00 in
Q25 HWD EL. 834.18
Orifice Coefficient: 0.50
CREST 836.00
Weir Coefficient: 3.33
850 850
Culvert Length: 50.00 ft
Culvert Diameter: 36.00 in
Culvert Invert In: 830.18 ft
Culvert Friction Coefficient: 0.02
BOTTOM EL. 826.00
Culvert Entrance Loss Coefficient: 0.90
EXISTING GROUND
800 800
Discharge: 74.77 cfs
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 836.00
V FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 834.18
times the upward force.
NORMAL POOL EL. 833.18
1- MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1
S01RE
72" Square Concrete Riser
EXISTING GRADE/5001. CLEANOUT EL. 830.07
CONCRETE
I I
I R7.18' I �� ���
Height = Say 8'
Weight = 19,120 lb
I I
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I I
�-----;--------
Where:
.�
<----
�� ������ ��
--� -�- -
Riser Weight = 19,120 lb
A.° d^•
BOTTOM OF POND EL. 826.00 a °
°
A
a
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
a
e d
a ^ ° n da
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 lb + 3675 lb = 22795 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 17971.2 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
•
" -0 A a
� •
22795 lb > 13,478.4 lb x 1.25
A
22795 Ib > 22,464 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.
PLAN VIEW
N.T.S.
EXISTING GROUND
3+00 3+50
850
800
4+00
838.00
835.00
832.00
829.00
Stage Storage Curve
SIB-1 6
Z:)
EMER
PRINCIPAL SPILL
ENCY SPILLWAY
AY (833.18)UM1
CLEAN
UT LEVEL (830.07)
0)STRUCTURE
34.18) 4111
826.00
0.00
0.90
1.80
2.70
3.60
4.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-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
0.2873
-
827.00
N/A
N/A
0.3153
0.3013
1.00
0.2961
0.2961
1.00
828.00
N/A
N/A
0.3430
0.3292
1.00
0.3241
0.6202
2.00
829.00
N/A
N/A
0.3715
0.3572
1.00
0.3521
0.9723
3.00
830.00
N/A
N/A
0.4006
0.3860
1.00
0.3807
1.3530
4.00
830.07
N/A
N/A
0.4027
0.4016
0.07
0.0283
1.3814
4.07
831.00
N/A
N/A
0.4302
0.4154
0.93
0.3817
1.7630
5.00
832.00
N/A
N/A
0.4606
0.4454
1.00
0.4399
2.2029
6.00
833.00
N/A
N/A
0.4916
0.4761
1.00
0.4704
2.6734
7.00
833.18
N/A
N/A
0.4973
0.4944
0.18
0.089
2.7624
7.18
834.00
N/A
N/A
0.5232
0.5074
0.82
0.4126
3.1750
8.00
834.18
N/A
N/A
0.5288
0.5260
0.18
0.0947
3.2697
8.18
836.00
N/A
N/A
0.5859
0.5545
1.82
1.0052
4.2749
10.00
FILL MATERIAL
� CUTOFF 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.
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34 , ; .�„'"';•'' %.• `: �,';; •;,• •, �
�11)1=t1111�1111•�•llll�llll� EMERGENCY SPILLWAY
11' MIN. Il=llll=lUl=llll=1111=Illl=llll=� zo.
Q�=1111=1111�1111=1111=1111=1111=1111�1111_=11)1��1sI
°�F
20
��-1111=1111=1111=1111=1111=1111=J111=1111-_1111=11JI=1111=JI11=11
................
ANTIFLOTATION BLOCKSECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
� PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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I hereby certify that this document was ,%.��� �A �O.41
prepared by me or under my direct personal 11, • • ',
supervision and is correct to the best of my Q�•'�F�S51p'••,.�2
knowledge and belief and that I am a duly = 2� SEAL�.
licensed Professional Engineer under the = SHEET NUMBER
laws of the Stgtq of �f o th1 Carolina. �?y : 048820 ti
(Signature) f i ��.;� l NE�e' • �+`
Date: August 25, 2021 'eCc1g. \W\\.`' 24 OF 34
rrrlr�iir,�++��

SILT FENCE
(SEE SHEET 32 OF 34)
83
•
I
. EMERGENCY SPILLWAY �-
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK /
AND 304 FT OF 30 IN. CMP /
X
I
n
CLEAN WATER DITCH DA-88
PLAN VIEW: SEDIMENT BASIN NO. 17
SCALE: 1" = 50'
B'
CREST OF POND
EL. 854.00
50% CLEAN OUT EL. 848.39
FBOTTNORMAL POOL EL. 850.30
OM
F POND EL. 846.00
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
DITCH DA-86
950 950
900 50% CLEAN OUT EL. 848.39 900
EMERGENCY SPILLWAY Q25 HWD EL. 851.30 NORMAL POOL EL. 850.30
EMERGENCY SPILLWAY
EXISTING GROUND EL. 852.30
850 2io ST 854.0 11--- r- 850
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 854.0
BOTTOM EL. = 846.0
BOTTOM EL. = 84610
1 800
3+00 3+50 4+00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1�
2
6.81 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: 23.14
Area of Wetted Cross Section: 15.01
Channel Slope: 0.1000
Manning Is 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
J_
1.00ft. Freeboard
ft.
854.00
852.00
850.00
848.00
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
c
0
0
Outflow
Total Discharge:
34.9664
cfs
Water Surface Elevation:
851.30
ft
0
Taltwater Elevation
0.00
ft
v
Detention Base Elevation:
0.00
ft
o
Outlet #1: SEDIMENT BASIN 17, Drop Pipe
6
Riser Top Etev,
850.30
ft
TOP OF EMBANKMENT
z
Riser Base Elev:
846.00
ft
RISER STRUCTURE
Riser Length:
Riser Width:
Orifice Coefficient:
72,00
72.00
0.50
in
in
TRASH RACK
SEE SHT 34 OF 34 ;i ;_: ` ":: * •.
=+r-_L` EMERGENCY SPILLWAY
IITI=I1�=Tf1-Jill=(!J!-
1' MIN. 11=1111=Illi=lilt=111l=lilt=llii= zLZ
Weir Coefficient:
Culvert Length:
3.33
304.00
ft
E IJI=lf11�1111=1111=1111=1111=1111=11111111 Is
Il�lUi=fill=llN=lll1=N11=Ills=llli=llli=N11 1111- �OpF
ti5�oe
Culvert Diameter:
30.00
in
ti°` 1lfhllll Ifll=1111=1111�11JI=Jill=11Jh11{I=1111�Ni1 Jill-=JI
Culvert Invert In
847.50
ft
=llli llll=lfll=fill=li11 111i�111I 111i 111i I i�I1f1=1111=1i11=111i-
Culvert Friction Coefficient:
0.02
BARREL
Culvert Entrance Loss Coefficient:
0.90
�
PIPE
Discharge:
34.97
cfs7\11
W/\
ANTIFL TATION BLOCK
SECTIONAL VIEW
CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
RISER DETAILS
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
TRASH RACK CREST EL. 854.00 RISER BUOYANCY CALCULATION
900 V FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
❑❑❑❑��❑❑❑❑��❑❑❑❑� + EMERGENCY SPILLWAY DEPTH t EMERGENCY SPILLWAY EL. 852.30 times the upward force.
01110110 0❑❑❑❑0100000
NORMAL POOL EL. 850.30 0000❑00000❑00❑❑❑❑0 1' MIN
I I f 2 Downward Force (structure weight) > 1.25 x upward Force (buoyancy)
I I 1 F
I I
72" Square Concrete Riser
850 50% CLEANOUT EL. 848.39 I I Height = 6'
EXISTING GRADE I I \ \ \ W ' ht = 15 220 Ib
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 BOTTOM OF POND EL. 846.00
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL-\
1 L
1
2'
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
7--- 2' rMAXIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
N.T.S.
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
72" SQUARE CONCRETE RISER
72" SQUAREelg
j CONCRETE j
I RISER I Where:
4.00'
I_______________I �� A��\�� � � Riser Weight = 11,320 lb
° . d
d ° 30" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
° < d, ° d A
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 11,320 lb + 3675 lb = 14995 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 144 ft3 x 62.4 Ib/ft3 = 8985 lb
.ABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 lb > 8985 lb x 1.25
14995 Ib > 11,231 Ib
d . - °
d a A a
d ° a
° d a
^° A
° d
A, a d°
A .a
PLAN VIEW
N.T.S.
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.
NOT TO SCALE
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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 = = 4Q SEALS
licensed Professional Engineer under the - = SHEET NUMBER
laws of the Sta e f North Carolina. �?� 048820 �'
�.
S
7 '�NGlNE�Q', �:
(Signature) � 'r •.,,,,,,•'�P�
Date: August 25, 2021 i���1ilj p ,`��`1 25 OF 34
1111 11;41111t%

U 6% 1%
800
1111
0+00 1+00 2+00
3+00
9%
5%
7
4+00
8%
5+00 6+00 7+00 8+00
W
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874.40 Ft -
PROPOSED ROAD GRADE 0%
-------------
' — ------------------------
-------------- ______________
1° EXISTING GRADE I
1 % OOD PLAI
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STREAM CROSSING NO. 1
I
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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 26+00 27+00 28+00 29+00 30+00
MAIN HAUL ROAD PROFILE
SCALE: 1" = 100'
W
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--------------------------
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36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00
49+00
50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+0(
MAIN HAUL ROAD PROFILE
PROPOSED ROAD GRADE
CONVEYOR TUB
SCALE: 1" = 100'
PROPOSED CONVEYOR
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----------
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3+00 4+00 5+00 6+00 7+00 8+00 9+00
SOUTH PIT HAUL ROAD PROFILE
SCALE: 1" = 100'
10+00 11+00 12+00
1
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26 OF 34
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700
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4+00 5+00 6+00 7+00 8+00
9+00 10+00
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11+00 12+00 13+00 14+00 15+00
NORTH PIT HAUL ROAD PROFILE
SCALE: 1" = 100'
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1100
1000
0 6%
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900
WASTE ROCK PILE
--------------------
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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 26+00 27+00 28+00 29+00 30+00
WASTE ROCK PILE HAUL ROAD PROFILE
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SCALE: 1" = 100'
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;ED ROAD GRADE
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1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00
EAST PIT AND TOPSOIL PILE HAUL ROAD PROFILE
SCALE: 1" = 100'
900 900
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SHEET NUMBER
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LITHIUM HYDROXIDE
CONVERSION PLANT PAD zwUN
900 EL. = 840.0 I UZQ
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BELT PROFILE CONCENTRATOR PLANT TO CHEM PROCESSING PLANT
SCALE: 1 " = 100'
PROPOSED ROAD GRADE
i0+00 41+00 42+00
43+00 44+00
45+00
PROPOSED CONVEYOR —
EXISTING GRAD
46+00 47+00 48+00 49+00 50+00 51+00 52+00
BELT PROFILE CONCENTRATOR PLANT TO CHEM PROCESSING PLANT
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supervision and is correct to the best of my Q�•O4ESS/pti
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licensed Professional Engineer under the
laws of the Stare/of o h Carolina. 048820
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(Signature)
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EXISTING GRADE
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0.5% SLOPE AND DIRECTION OF FLOW
PROFILE VIEW
0 100 200 300
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Structure Installation Proposed Haulroad Grade
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HAUL ROAD PROFILE STATION 34+00 - 36+80
WHITESIDES ROAD TUNNEL BENEATH HAULROAD CROSSING
SCALE: 1" = 40'
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I hereby certify that this document was •\00 .\ CA%�'�,
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supervision and is correct to the best of my Q ; 0F�S51p
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AERIAL VIEW
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ORIGINAL GROUND
PROPOSED BACKFILL
ORIGINAL GROUND
6+00 7+00 8+00 9+00 10+00 11+00
TYPICAL SOUTH PIT BACKFILL CROSS SECTION A -A'
Scale: 1" = 100'
12+00 13+00 14+00
15+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
TYPICAL EAST PIT BACKFILL CROSS SECTION B-B'
Scale: 1" = 100'
Sediment Basin Baffle
INTRODUCTION
A Sediment Basin Baffle consists of a porous barrier installed inside a sediment
basin to reduce the velocity and turbulence of the water flowing through the measure, and
to facilitate thesettling of sediment from the water before discharge These baffles improve
the rate of sediment retention by distributing the flow and reducing turbulence.
6 FEET HIGH FENCE
2" x 4" OPENINGS MAXIMUM
CONSTRUCTION
1. Grade the basin so the bottom is level front to back and side to side.
5" DIA.
wooD POST
2. Install post across the width of the sediment basin (see Sediment Fence
OR METAL T POST
Is
details). Steel posts should be driven to a depth of 24 -inches, spaced a
w<n"
maximum of 4 feet apart, and installed up the sides of the basin as well.NiN
The top of the fabric should be 6 -inches higher than the invert of the
spillway. Tops of baffles should be 2 -inches lower than the top of the
0 us
berms.
e
3. Install at least 3 rows of baffles between the inlet and the outlet point.
Basins less than 20 feet in length may use 2 baffles.
4. When using post , add a support wire or rope across the top of the
measure to prevent sagging.
5. Wrap porous material, such as jute backed by coin material, over the
top wire. The fabric should have 5 to 10 percent openings in the weave.
Attach fabric to a rope and a sup port structure with zip ties, wire, or
staples. Do not splice the fabric, but use a continuous piece across the
basin.
MAINTENANCE
1. Inspect baffles at least once a week and after each rainfall. Make any
required repairs immediately. Be sure to maintain access to the baffles.
6 FEET HIGH WIRE FENCE DETAIL
Should the fabric of a baffle collapse, tear, decompose, or become
—
ineffective, replace it promptly. Remove sediment deposits when it
reaches half full to provide adequate storage volume for the next rain
and to reduce pressure on th a baffles. 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.
If ire Reinforced Silt h'ences and Super .Silt Fence
RECLAMATION
CONSTRUCTION SPECIFICATIONS
Reclamation will be conducted per the Reclamation Plan unless otherwise noted.
1. Use a synthetic filter fabric or pervious sheet of polypropylene,
Refer to the following drawings of typical baffle.
nylon, polyester, or polyethylene yarn, which is certified by the
manufacturer or supplier as conforming to the requirements shown
in the following table.
Specifications for Sediment Fence Fabric
Drab baffle matwbl wet w'vestrand and Ettentl eaeuge wireto mdn saP a innaa T.pottto andw
securewhh paedc ties Y postsaulan wlreewry 12, halFlelo saeof 6asn aid secuelo stir Gvnl Post
hf—
9Gauge MirtHigh �r
Temloofta!, rand 3MIN' ,r Yadehk Depth
To soil T� Shall a" Smioaa
pp-
6atAeMate ial! Serure hottomof baffle to ground with
i I 12' et+pans d 12' maximum spacing.
LI _
Belle Mrtwlal _
,Ee — . safDe mate,,' ,
• Ifthe temporary sediment basin will be Il Gauge
oalwerted to a permaret ngrrlNYater basin Lenduep,M Staple
of greater dep%the baffle height should be r
basedory soda entbandurnquwasa-
Wmporary wdanentbash.
Note: Install three (3) mir Aber baffles in basins ; �Sred roe
at drainage outlets w4ha sparing of 114 the 2'-0'Depth
basin length. Two (2) mir fiber baffles can be
not a lledn the basins less tlan 20 ft. in length Baffle Mail.A shouldsecured to the boltam
with -pacing or 113 this basin langlh. and aiit. dbesin-N l2'lendscapeueplea
Figure 6.6510 Coir Fiber Baffle Detail
Cross section of a porous baffle in a sediment basin.
SEDIMENT BASIN BAFFLE DETAIL
N.T.S.
Ph sical Property
uirements
Filtering E
85% main.
Tensile Strength at 20n/o max. Elongation
Standard Strergth - 301b.4ia in. min
Extra Strength
50lb/lin. in. min
slurry Flow Rate
0.3 s ft./min. min
Synthetic filter fabric should contain ultraviolet ray inhibitors and
stabilizers to provide a minimum of six months of expected usable
construction life at a temperature range of 0 to 120' F.
2. Fence shall be 42" high woven wire fence constructed in accordance
with the latest North Carolina Department of Transportation Woven
Wire Fence Detail 866.02.
3. For reinforcement of standard stre ngth filter fabric to be fastened
securely to the woven wire fence with ties a minimum 14 gauge and a
maximum mesh spacing of 24 inches at top and mid section.
CONSTRUCTION
1. Construct the wire reinforced silt fence of standard strength or extra
strength synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 42 inches
above the ground surface. (Higher fences may impound volumes of
water sufficient to cage failure of the structure).
3. Construct the filter fabric from acontinuous roll cut to the length of the
barrier to avoid joints. When joints are necessary, securely fasten the
filter cloth only at a support post with overlap to the next post.
4. Support standard strength filter fabric by the woven wire fence fastend
securely to the up slope side of the posts using heavy duty tie wires.
Extend the woven wire fence support to the bottom of the trench.
5. Utilize a wire mesh support fence. Space support posts a maximum of
10 feet apart. Support posts should be driven securely into the ground
to a minimum of 36 inches.
6. Excavate a trench approximately 24 inches wide and 9 inches deep
along the proposed line of posts and upslope from the barrier.
S. Backfill the trench with compacted soil placed over the filter fabric.
MAINTENANCE
1. Inspect wire reinforced silt fence at least once a week and after each
rainfall. Make any required repairs immediately.
2. Should the fabric of 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 care
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.
RECLAMATION
Reclamation will be conducted per the Reclamation Plan unless otherwise noted.
Refer to the following drawing of a typical wire reinforced silt fence.
Wire Reinforced Silt Fence Detail
1. SET POSTS AND EXCAVATE A 4" X 4" TRENCH 2. ATTACH WIRE FENCING TO THE POSTS.
UPSLOPE ALONG THE LINE OF POSTS.
4'
N.T.S.
lllllllllllllllll�
W,1 0u
IN NK 418 FENCE
Po
Ca1p anise r[NCE m• 06Z MINm PRdCL
uYU or lennit ra9R)G ATTACHED TO Ft Rr'� raawc
—is, MAX� 7
I I yp• 42'
lY
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ELEVATION VIEW
ur MM uamc
rr eartor w a'
rime tnarce
Forcing SECTION VIEW
Chain link tenor shal I to, 39- above pule anlh )' embW4ed for a total fabric width a(42'. Tl,r past ,hall be 42- above Wade with 30"
placod below gmde (without ooxrm:3 fat a total tmgth of 72-.
Notes:
I. Chain link fence Shall be fattened < ly to fence Potts with wirt life.
2. Fil- 66nc "It be f used --I, w chain link 1— with tiw yrmd hinn—rally 24• a the,ap and rnidsciiun.
s. Pgainl pmpnttine If alto, folk :Hell nonfarm to ten Wen nmlim ofmn NC Emaian etd smknml Cawtrol Planing am oaiWn
Maoaal
wentwnnationofhlwfibrinnd;nin«h xha,dhry"IbnaeaiWpaby6-.
s. W.intaa.ra„an.ale,pfrrmm�fda„afeamwm,ra;.1,wlxrenevedwnenaem,neneailaapm,.h,tfacormfn,;gbtermf
super salt M.
6. Conmcmr"Iplan toimWlaminimum or Rock Check Iona Ouattfm nutty 3001fofiiaewled Super Silt Frn[e.
SUPER SILT FENCE
NO SCA12
16+00 17+00 18+00
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700
19+00
INTERIOR
CONTROLLED BY DRAINAGE STRUCTURES
r�
24' —
5'
t
TYPICAL EARTHEN SCREEN BERM SECTION
PROPOSED BACKFILL
16+00 17+00 18+00 19+00 20+00
21+00 22+00 23+00 24+00 25+00
TYPICAL PIT BACKFILL SECTION
•11
ill
700
26+00
0
2'
BERM TO BE
CONSTRUCTED OF EARTH
OR BOULDERS
it
TEMPORARY HIGHWALL BERM
2 HORIZONTAL TO 1 VERTICAL OF FINAL SLOPES
FOR UNCONSOLIDATE
AFETY BEN(
11 m TYP.
12°
TYP.
30m TYP.
T11 111 TYP.
30m
r11 m TYP.
TYPICAL PIT CROSS SECTION
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TYP HAUL ROAD DITCH DETAIL (Min. Slope Section
N.T.S.
�9.50 ft.�
1 ,00ft. 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: D50 = 1.50 IN. RIP RAP
Freeboard: 1.00 feet
DIVERSION DITCH DA-77 DETAIL (MIN. SLOPE SECTION
N.T.S.
13.84 ft.
Freeboard
�1.00ft.
1 1
2.46 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: 11.02
Area of Wetted Cross Section: 12.11
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 46.90 cfs
Depth of Flow: 2.46 feet
Velocity: 3.87 fps
Channel Lining: D50 = 1.5 IN. RIP RAP
Freeboard: 1.00 feet
DIVERSION DITCH DA-74 DETAIL (MIN. SLOPE SECTION
N.T.S.
�11.87 ft.�
1.00ft. Freeboard
2 2 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: 8.80
Area of Wetted Cross Section: 7.74
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 25.80 cfs
Depth of Flow: 1.97 feet
Velocity: 3.34 fps
Channel Lining: D50 = 1.5 IN. RIP RAP
Freeboard: 1.00 feet
SEDCAD 4.0 -
WORST CASE ROAD DITCH (MINIMUM SLOPE)
Material: Riorao
Triangular Channel
Ld, Right R«buard neeb.1d R«Wam
Skk:dope Sidedope Slope(%) Mult.%
Ratio Ratio oepth (ft) %of Depth (vxD)
2.0:1 z.D:1 D.s 1.00
PADER Method - Mild Slope Design
SEDCAD Utility Run
win neeboare w/Freeboard
Oesgn OHsharge:
9.5] om
Depth:
137 ft 2.37 ft
Top NAdth:
vdonity:
5.49ft 9.49ft
2.54 fps
X-SeW.. Area:
3.77 sq ft
Hydreulk Radius:
0.614 R
FroWe Number:
0.54
Manning's n:
Dram:
0.0300
1.00 m
D50:
1.50 n
Dmax:
3.00 n
PrkIMd O&13m21
SEDCAD 4.0 -
Worst Case Road Ditch (Maximum Slope)
Material: Riorao
Trapezoidal Channel
teen Right Reeboa d Reeb-d R«boom
eoftom siaedope stledwe slope (%) Mmc x
Wfidth(ft) RMIo Ratio Dwdh(ft) %of Depth
vm)
1.00 2.0:1 2.1 30.0 IM
PADER Method - Steep Slope Design
SEDCAD Utility Run
w/o Areeboard w/ Freeboam
Deg. Discharge:
9.57um
Depth:
0.67 ft 1.67 ft
Top VIM:
vdocity:
3.67 ft 7.67 ft
sew fps
X-S . Area:
15 eq ft
Hydreulk Redius
0.391ft
Roude Number.
1.66
Mannmg's n:
Drain:
0.0410
z.DD in
D50:
MID in
Dma,c
4.50 in
Typical Haul Road Ditch Details
SEDCAD 4.0
DIVERSION DITCH DA-77 (MINIMUM SLOPE)
Material: Riorao
Triangular Channel
Faeboard Fred,n- freeboam
5Idtdope 6tledotpe ".p.m DepMUIGx
Rath Ratlo th Depth (ft) % of ( 1
z.oa z.0:1 os 1.00
PADER Method - Mild Slope Design
SE-fifey Run
SEDCAD CID
W/o lid W/F .hd
Design Discharge:
46.90 cm
Depth:
2A6ft 1%ft
Top Width:
9.84 ft 13.84 R
Vdaity:
IV fps
X-Sedbn Area:
12.11 A ft
llydmulk Ret lus:
1.100 ft
Ronde Number:
0M
Manning', n
0.0290
Dmin:
1.D0 m
D50:
1.sD m
Dmax:
3.W In
SEDCAD 4.0
DIVERSION DITCH DA-77 (MAXIMUM SLOPE)
Material: Riorao
Triangular Channel
Ldi Right R«board Freeboxm Freeboard
S MI,S pulp a Slope (%) hLIG x
wflo wtlo With (R) %of Depth (�D)
2.0:1 2.0:1 29.0 1.00
PADER Method - Steep Slope Design
SEDCAD Utility Run
w/o Feeboard w/Freeboard
Dedgn Discharge: 46.90cm
Depth: 1A5 ft 2.45 ft
Top whdth: 5.80 ft SIM ft
Manning', n: O.D590
.In:
s.00 in
D50: 9.00In
Dmax: 12.001n
Diversion Ditch DA-77 Details
DIVERSION DITCH DA-74 (MINIMUM SLOPE)
Material: Riorao
Triangular Channel
LeR Rglit Rasboard Freebnird Iieeboard
Sideiape Sided., Slwe(%) cepm (R) %of cepM Mul[.x
per, wtlo (ytlg)
2.D:1 3.0:1 0.5 1.00
PADER Method - Mild Slope Design
SEDCAD Uthey Run
,,in FeeWam w/12e0oard
Da:gn D,.h.,.:
25.N sm
Depth:
Top WWth:
1.97ft 2.97ft
-ft L1A7ft
vd«Ity:
IN rpa
X-Section Area:
7.74 sin ft
Hydredk waive:
Roude Number:
D.Moft
"9
Manning'. n:
0.029D
omen:
LLD in
D50:
spin
D.-
340In
SEDCAD 4.0 �.
DIVERSION DITCH DA-74 (MA)IMUM SLOPE)
Material: Riorao
mangular channel
eght
Faatoara neeboam ReeWam
6ld-P. 51Eedope Smile(%) Muk.x
Ratio RMIo Deplh(ft) %acePth
2.0:1 2.0:1 6.0 1.00
PADER Method - Steep Slope Design
SEDCAD L114 Rur
wroReeboam w/Redwam
Deign DkeM1arge:
n.80 ds
Depth:
1.414 ML ft
TopvMth:
vd.,r.
5.62ft 9.62ft
&n fps
X-Sectmn Area:
3.95 eq ft
Hydraulic Radius
0.628ft
frouee Number.
1.37
Mamkmw n:
0.N10
pnln:
3ADtl
DSP.
Dmax:
fi.OD k
9.00E
Diversion Ditch DA-74 Details
1
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TYP HAUL ROAD DITCH DETAIL (Max. Slope Section
N.T.S.
7.67 ft.
0.67 ft.
1.00ft. Freeboard
2 2
1.00 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: 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: D50 = 3.00 IN. RIP RAP
Freeboard: 1.00 feet
DIVERSION DITCH DA-77 DETAIL (MAX. SLOPE SECTION
N.T.S.
�9.80 ft.�
1.00ft. Freeboard
1 1
2
1.45 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: 6.50
Area of Wetted Cross Section: 4.21
Channel Slope: 29.0000
Manning's n of Channel: 0.0540
Discharge: 46.91 cfs
Depth of Flow: 1.45 feet
Velocity: 11.14 fps
Channel Lining: D50 - 9.0 IN. RIP RAP
Freeboard: 1.00 feet
DIVERSION DITCH DA-74 DETAIL (MAX. SLOPE SECTION)
N.T.S.
�9.62 ft.� 4-
1.00ft. Freeboard
1 7-
2
1 .41 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: 6.29
Area of Wetted Cross Section: 3.95
Channel Slope: 6.0000
Manning's n of Channel: 0.0410
Discharge: 25.80 cfs
Depth of Flow: 1.41 feet
Velocity: 6.53 fps
Channel Lining: D50 = 6.0 IN. RIP RAP
Freeboard: 1.00 feet
WORST CASE WASTE ROCK PILE DIVERSION DITCH
DETAIL (MIN. SLOPE SECTION)
N.T.S.
15.51 ft.
1.00ft. Freeboard
1 1
2.88 ft.
2 2 t
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: D50 = 1.5 IN. RIP RAP
Freeboard: 1.00 feet
WORST CASE PLANT AREA DIVERSION DITCH
DETAIL (MIN. SLOPE SECTION)
N.T.S.
15.35 ft.
1.00ft. Freeboard
1 1
2.84 ft.
2 2 1
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: 12.70
Area of Wetted Cross Section: 16.11
Channel Slope: 0.5000
Manning's n of Channel: 0.0280
Discharge: 71.05 cfs
Depth of Flow: 2.84 feet
Velocity: 4.40 fps
Channel Lining: D50 - 1.5 IN. RIP RAP
Freeboard: 1.00 feet
WORST CASE TOPSOIL PILE DIVERSION DITCH
DETAIL (MIN. SLOPE SECTION)
N.T.S.
�11.46 ft.� 4-
ft. Freeboard
1 1 1.8
2 2 1
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: D50 = 1.5 IN. RIP RAP
Freeboard: 1.00 feet
SEDCAD40tl
WORST CASE WASTE ROCK PILE DIVERSION DITCH -
BASED ON DA 5 (MINIMUM SLOPE)
Material: Riorao
Triangular Channel
LIt F«6oum
5tle9ope 5ltle9otpe -board Reeb. Mutt x
wtio Ratio Depth (R) %of Depth )
2.0:1 10:1 0.5 1.W
PADER Method - Mild Slope Design
w/o Reebaard w/Ftedwam
Deign Discharge: 73.70 cm
Depth: -ft 3.66R
Tap Width: ­1 ISSift
vdoaty: a.45 fps
X-Satbn Area: 1656 sin ft
Hwlmulk Radius: 1.287 ft
Foude Number: 0.65
Monolog's n: 0.02W
Dmin: LOD In
D50: 1.51) in
Durex: 3.ao in
SEDCAD udlmy R. Fnnmd-1am21
SEDCAD4A
WORST CASE WASTE ROCK PILE DIVERSION DITCH -
BASED ON DA 5 (MAXIMUM SLOPE)
Material: Riorao
Triangular Channel
Freebam Freeboam Fee Ward
stl rope smesope slope(%) MmGx
Ratio Ratio Depm(n) %ofDwM Nmi
2.011 2.03 mA 1.00
PADER Method - Steep Slope Design
SEDCAD udlhy Run
w/o Rxboard w/R'd-,d
Design Dmtharge:
73.70 cfs
DWI,:
2.01 R 301 ft
Top Width:
velocity:
8.03R 12.03ft
9.14 roe
X-sxtbn Area:
8.07 ag R
Hydreulk Radius
0,81
Ronde Number:
M.nnlne'a n:
MI,:
1.61
0.09ro
S.W In
MO:
9.001.
Dlnax:
12.00 In
Typical Waste Rock Pile Diversion Ditch Details
SEDCAD 40�, ..a,-.
,
WORST CASE PLANT AREA DIVERSION DITCH - BASED
ON DA 45 (MINIMUM SLOPE)
Material: RioraD
Triangular Channel
Ream Re nd
dF«Wam
Stlpe SIep
night
hae
oe Slope (%) MURx
Redo Ratio Depth (R) %of Depth)
2.0:1 z.o:1 D.s 1.W
PADER Method - Mild Slope Design
6EID Lily Run
w/a R boee M fi'eebaam
Design D¢ .,ge:
11.05 ch
Depth:
2.84R -ft
Top Width:
vdwty:
1135 R 15.35 ft
4.4L fps
XSectbn Area:
16.1150 ft
Xytlmulk Radius
i-ft
Foude Num Wr:
Monolog's n:
Drain:
0.0
0.02W
LOO In
D50:
1.50 in
Dmax:
3.00 in
SEDCAD 4.0
WORST CASE PLANT AREA DIVERSION DITCH - BASED
ON DA 45 (MAXIMUM SLOPE)
Material: Riorao
Triangular Channel
LeR ied Freeboem �sdeb.
6tledope Slwe(%) RaRdb Depb, (1. %of )
2.0:3 2.0:1 1.0 1.DD
PADER Method - Mild Slope Design
Design Diem.,: 71.05,ft
Depth: 2.65 ft 3.W ft
Top"he 10.72ft t4 ft
vdaity: 4.95 fine
X-6ecbm Area: 14.37 W ft
1,14-1k Radius 1.1" R
novae Number: 0.75
Hbnnlllgs n: D.0390
Dram: ZW In
D50: 3.00 in
omen: 4.1D M
SI-DUmity R. vmmn,in -mzt
Typical Plant Area Diversion Ditch Details
SEDCAD 4.0
�_..... sae. ,...,...., .a...,x 1
WORST CASE TOPSOIL PILE DIVERSION DITCH - BASED
ON DA 32 (MINIMUM SLOPE)
Material: Riorao
Triangular Channel
LeR Rghf Reebonm Fl«boom F toara
5tle9ope Stledope Slwe(%) Depth (R) %of DeptA MUR x
wtlo Ratio (y,A)
2.0D 10a 0.5 1.00
PADER Method - Mild Slope Design
SEDCAD Ublhy Rnn
w/o Remoara wRetlloam
Design Da ,hge:
22.40 cm
Depth:
IS7 ft 2.81 R
Tap Width:
vdoclty:
7. 1t 11.46R
372 fine
X-Se:tbn Area:
&W sg ft
Hydmulk Radius:
0-ft
Fond. number:
Manning's n:
Dmin:
0s9
0.0290
1.00In
D50:
1.5Din
Dmax:
3.00in
SEDCAD 4.0
WORST CASE TOPSOIL PILE DIVERSION DITCH - BASED
ON DA 32 (MAXIMUM SLOPE)
Material: Riorao
Triangular Channel
Fremonre Freeboam F
Stledope Stle9ope Sbpe (%) 1, MURx
Rath peenDepth (R) %of Depol (yrA)
z1x1 2.0: mA 1.00
PADER Method - Steep Slope Design
SEocAD Ubuty Rnn
wA.-mom w rt hd
Design DiA,.,e:
22.40 U
Depth:
1.13 R 213 ft
Top Wdth:
-W.
-i ft 8.51 ft
B.. fps
X-Sectbn Area:
2.55 eg n
HA.."-1..
0.505ft
novae Number.
Manning'. n:
Dmin:
i.W
0.0480
3.001.
DSD:
5.0D in
Dmax:
9.OD in
Typical Topsoil Pile Diversion Ditch Details
WORST CASE WASTE ROCK PILE DIVERSION DITCH
DETAIL (MAX. SLOPE SECTION)
N.T.S.
�12.03 ft.�
OOft. Freeboard
1 1 2.0
2 2 j
Channel Design (NonErodible)
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: D50 = 9.0 IN. RIP RAP
Freeboard: 1.00 feet
WORST CASE PLANT AREA DIVERSION DITCH
DETAIL (MAX. SLOPE SECTION)
N.T.S.
14.72 ft.
1.00ft. Freeboard
1 2.6ft.
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: 12.00
Area of Wetted Cross Section: 14.37
Channel Slope: 1.0000
Manning's n of Channel: 0.0340
Discharge: 71.05 cfs
Depth of Flow: 2.68 feet
Velocity: 4.95 fps
Channel Lining: D50 = 3.0 IN. RIP RAP
Freeboard: 1.00 feet
WORST CASE TOPSOIL PILE DIVERSION DITCH
DETAIL (MAX. SLOPE SECTION)
N.T.S.
�8.51 ft.� 4-
1 .00
ft. Freeboard
1 .1 3 ft. J_
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 cfs
Depth of Flow: 1.13 feet
Velocity: 8.80 fps
Channel Lining: D50 = 6.0 IN. RIP RAP
Freeboard: 1.00 feet
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knowledge and belief and that I am a duly - 7 -
licensed Professional Engineer under the = = SEAL
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Date: August.'� 33 OF 34
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TYP WASTE ROCK PILE FLUME DETAIL (Min. Slope Section
N.T.S.
18.33 ft.
1 .08 ft.
2
10.00 ft.�
1.00ft. 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: 14.84
Area of Wetted Cross Section: 13.13
Channel Slope: 5.0000
Manning's n of Channel: 0.0470
Discharge: 85.86 cfs
Depth of Flow: 1.08 feet
Velocity: 6.53 fps
Channel Lining: D50 = 3.00 IN. RIP RAP
Freeboard: 1.00 feet
TYP TOPSOIL PILE FLUME DETAIL (Min. Slope Section)
N.T.S.
15.82 ft. pp
1 1.04�ftf Freeboard
2 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: 12.04
Area of Wetted Cross Section: 4.98
Channel Slope: 5.0000
Manning's n of Channel: 0.0410
Discharge: 22.40 cfs
Depth of Flow: 0.46 feet
Velocity: 4.50 fps
Channel Lining: D50 = 3.0 IN. RIP RAP
Freeboard: 1.00 feet
SEDCAD 4.0
WORST CASE DRIVE THRU (BASED ON TOPSOIL PILE
DA-32
Material: Riorao
Trapezoidal Channel
ht ReeboaRl Reehoam Redtoartl
BORom Sidedppe Sidedope Sbpe(%) Wit..WIdN (R) Ratio Rah.Depth(R) %a Depth ( )
40.0o So:1 e.ol Lo Loo
PADER Method - Mild Slope Design
SEDCAD Utility Run
Top Width:
vdaitY.
48.06R 64.o6R
161 Its
X-Sa[bn Area:
Y2.17 sR R
Xvtlmulb Radius
0.461 ft
Ronde Numbs,.
0.66
Mennbgs,:
0.0340
Drub:
1.00In
a50:
1m b
D-.
loci.
Pm4ed06-txmi
SEDCAD 4.0
WORST CASE WASTE ROCK PILE FLUME MINIMUM
Stec -unlit Run
SLOPE (BASED ON PHASE 1 DA-14)
Material: Riorao
Trapezoidal Channel
Ifn algnt R«bwN R�board ReebaaN
Bottom SaeSope Sb .Aope Slope(%J Mu1Gx
1a0dm (R) o o DePU (R) %of DepIM1 (ux0)
1- 2.03 2.0:1 5.0 L.00
PADER Method - Steep Slope Design
Freeboard
as'e6�a
X-Sidon Area: 13.13 � R
Hyd.-Radius O.BB6R
Bootle Number: 1.20
hl-insn: 0.0470
Dml,: loci,
D50: S.001,
SEDCAD
WORST CASE WATE ROCK PILE FLUME MAXIMUM
SLOPE (BASED ON PHASE 1 DA-14)
Material: Riorao
Trapezoidal Lhanne!
�lW, left RyM1t RedtoaN Reeboem Reebaard
sntedope 5be9ape Sbpe(%) MulGx
NSMM1 (R) o o Depth (R) %of Depm �)
low 2.0:1 z.oa so.o ,.ac
PADER Method - Steep Slope Design
Reeboard
ai sqR
HytlmullcRadlus a0.611R
Bootle Number: 2.36
DAnnino- OA710
o.h. S.00In
D50: 9.00"
Dmax: 12.00In
Typical Waste Rock Pile Flume Details
SEDCAD 410
WORST CASE TOPSOIL PILE FLUME MINIMUM SLOPE 1
(BASED ON DA-321
Material: Riorao
Trapezoidal Channel
Ld[ deW Pe�wN
6atbm SMedope sM." Sbpe(%) owt,() Ree d1 MulGx
Vndth (R) Rado Ratlo OepM (RJ %of Oep[h (yxD)
1- :l 2.0, So ico
PADER Method - Steep Slope Design
Dedg, Dbdarge
Depth:
wlp Reehoard w/R""M
-c as
0.46R 1.4ft
Top Whit,:
11.611% 15.62R
vdaM
4.11 rpa
%-Sectlpn Area:
Hydl 1i,Wduc
4.97 sp R
0.4131t
Ronde Number
-
Man,ings
�350,
o0410
loci.
Dmax:
4.501,
6mCAD DdNy Ran
SEDCAD 4 0
WORST CASE TOPSOIL PILE FLUME MAXIMUM SLOPE '
(BASED ON DA-32)
Material: Riorao
7Yapezoida/Channe/
left Right ReeWard
Wdth(ft) sMedope sued. sblx (%) �dtwN ReeboaM MulGx
Ratio Wh50.0 DeptM1 ;RJ00 %of Depth
1 20:1 (ux0)
PADER Method - Steep Slope Design
w/oft ,d w(Freeboald
ori9, c.1, ge. 22 W xR
Depth: 0.32 R 122 R
Top-th: 11.29ft 1529R
-diby a55 fps
%-Saco, Area: -sgR
Hyd-ld Radius: 0.m R
-Number 2.09
Ma„ I'g.- omo
0.50: 6.00in
Dmax: 9.00In
sHncno wRy RN, Pn,dea Ds,azoz,
Typical Topsoil Pile Flume Details
N.T.S.
TYP LOW WATER CROSSING DRIVE THRU DETAIL
TYP WASTE ROCK PILE FLUME DETAIL (Max. Slope Section
N.T.S.
16.82 ft.
1
2 2 �7O
10.00 ft.�
1.00ft. 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: 13.15
Area of Wetted Cross Section: 8.03
Channel Slope: 50.0000
Manning's n of Channel: 0.0710
Discharge: 85.86 cfs
Depth of Flow: 0.70 feet
Velocity: 10.67 fps
Channel Lining: D50 - 9.00 IN. RIP RAP
Freeboard: 1.00 feet
TYP TOPSOIL PILE FLUME DETAIL (Max. Slope Section)
N.T.S.
15.29 ft.
OUftf to
Freeboard
2 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: D50 = 6.00 IN. RIP RAP
Freeboard: 1.00 feet
N.T.S.
64.07 ft.
- 1
-------------------- \] 1 .0 Of t. Freeboard
T
1 1
8 8
40.00 ft. -
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 8.00:1
Right Side Slope 8.00:1
Base Dimension: 40.00
Wetted Perimeter: 48.13
Area of Wetted Cross Section: 22.21
Channel Slope: 1.0000
Manning's n of Channel: 0.0340
Discharge: 57.97 cfs
Depth of Flow: 0.50 feet
Velocity: 2.61 fps
Channel Lining: D50 = 1.50 IN. RIP RAP (GROUTED)
Freeboard: 1.00 feet
ical Low Water Crossing / Drive-Thru Detail
N.T.S.
Design Criteria Aggregate Size -Luse 2-3 inch washed stone -
Dimensions Df gravel pad-
Thickness- 6 inches minisnum
Width; 12-feet minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length_ 50-feet minimum
Location -Locate construction entrances and exits to limit sediment from
Ieaving the site and to provide for maximum utility by all construction vehicles
ff igure 5-06a). Avoid steep grades, and entrances at ctli in public roads.
2-3'
coarse aggregate
Fl Sure S.06a Gravel on tra noolexit keeps oadi meat from leaving the construction site (rnWifigd from Va $ip C0).
Washirlconditions 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.
Construction
1. Clear the entrance and exit area of all vegetation, roots, and other
Specifications
objectionable material and properly grade it.
2. Place the 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.
Maintenance
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 minfall, inspect any structure used to trap sediment
and clean i€ out as necessury. Immediulely remove all objectionable maLerials
spilled, washed, or tracked onto public roadways.
nStructinn Entrance Detail
N.T.S.
G
TYPICAL PIT DEWATERING POND DETAILS
Scale: 1" = 50'
R
CREST
1
2
2
a
GEOTEXTILE FABRIC
SHALL BE PLACED UNDER ENTIRE
WIDTH OF THE GROUTED RIPRAP
1.00ft. Freeboard
18 IN. GROUTED RIPRAP
TYPICAL OUTLET PROTECTION DETAIL
N.T.S.
U I
J
LLJ
er Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
77E00 0.00 0.0 0.0 0.0 0.31 73589.4
'
CV
N
777.00 0.32 513.2 13855.9 103649.6 0.34 14609.3
778.00 0.65 1065.8 28n6.2 215262.0 0.36 15666.7
779.00 1.03 1657.8 44761.9 334842.6 0.38 16746.1
780.00 1.42 2290.1 61c33.7 462547.8 0.41 nsaaz
�
781.00 1.84 2963.5 80013.9 598.545.2 0.44 18973.1
Q
782.00 2.28 3678.7 99325.5 7430DEO 0.46 20119.9
I
•
783.00 2.75 4436.7 119791.3 896100.8 0.49 212905
784,00 3.25 5238.3 141434.7 1058004.7 0.52 22497.3
i
784,31 3.41 5495.8 348387.5 1ll0015.4 052 22849.9
NOTE: ALL ELEVATIONS ARE ASSUMED FOR VOLUME CALCULATIONS
SPILLWAY DETAIL
75 ft.
2 Ii 75 00 ft.
1.00R. T board
T
channel Deag, (rvon Erna a eJ
CM1annel Ix: Equal Side Slopes
D'menso L fl 200:1
RightStl 01
B D" 500
A..ea w tea o Seq'm: 52.47
Channe 5000
Mann rig C I'00423
D"acharg 10000a
Did th-1. 069-
actyl.,1P
8 hRah RlpWp
Freeboard. 1 00 teal
0.69 ft.
800 800
Normal Pool
780 _ _.___.._..___ _ _____.._.. _._ 780
760 760
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80
CROSS SECTION A -A
Scale: 1" = 50'
800 800
Proposed Spillway (See Detail This Sheet) Grade Spillway To Tie To Existing Grade
,n n.
No -al Pool
780 80
760 760
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1-60 1-80 2+00
CROSS SECTION B-B
Scale: 1" = 50'
INTRODUCTION
Outlet Protection consists of Class l or CIass 2 Rip Rap cons-uucted in accordance
with NCDOT standards. Outlet protection for culverts is conliguncd in accordance with.
NCDOT design charts • Outlet protection for scdimcm structures consists of a tevel airs
llat varies in siaeand i s designed to accommodate tlic flows from a particularoutlet. Each
Duticl Protection is site specific and a detail is provided for the partiicularstructure, to which
:he Outlet Protection applies -
The level area consists of NCDOT Class 1 rip rap canstnicled in acenrdarlcc with
he plans. Outlet protection is designed to reducc velocity and disperse water- Outtet
orDiccrion is designed to reduce the passibility of erosion caused by concentrated watws
an natural slopes.
L C[car the foundation area oftwes, sSumps- roots, loose rock, and other
objccricmblc material.
2. Excavate the cross section to the lines and grades of the rip rap
placcmont as Shown on the plans. Bring over -excavated areas to grade
by increasing the thickness of the lino or by back lilling with moist soil
compacted to the density of the surrounding material- Place all surplus
excavated matcrtal Irom the trap excavat con in Lhc overburden disposal
bcrra or other appmvcd area.
3. Perform all channel construction to kecperosion andwatcrpo[lution to
a minimum. [tiunediawiy upon completion ofthe cil vcgetatc all
disturbed areas per the approved Reclamation Pfan or as Stated
olhcrwise to pmwct them against sail erosion, Where sedinium trap
construction will take longer than 30 days_ vegctalr incrlcmcnially.
117"ANCI
1_ Inspect outlet protection at regular inlcrvals as well as aftcr major rains_
and makercpairs promptly. Give special attention to the outlet and inlet
secdom and other points where conccrltrated flow enters. Carcfirlly
check stability and look for indications of pipingr scour hales. or Frank
failures. Make repairs immcdiateiy. Maintain all vcgelation adjaccnt
to the slope channel in a healthy, vigorous condition to pTotcet tine arcs
from crosien and scour during out -cif -bank flow.
IkI►4ATION
Rcciarr hilt will be conducted per the Rerfamaltnn Plan unless othel5wisc noted.
3do
Pipe Outlet to Flat Area -
No Well-defined Channel
UNDERDRAIN UD-1 DISCHARGE DETAIL
SCALE: 1" = 500'
an�on •�� edim ntB si No.3
1\
D-2
�♦ �1I�}i Diversion DitchDA-10
41*1
j
- - r-.
Use best available impervious material
�
to construct the first lift to elevation 4`
808.0 and grade in a disehar a ti
channel to allow for positive flow
from Underdrain Ull to dayyligght Sep.. .,nt Basin No. 4
-- and tieto Diversion Ditch DR -TO % 1 _
�41l
e \ Exit Channel to be constructed
I to match dimensions for Diversion
Ditch DA-10. Underdrain material
Underdrain Material To E e Place to be placed on top to allow for
By Natural Segregation underdrain flow to be intercepted.
ftft
_v
.....,y,
- .........
♦�
♦ I ,� Limits of P ase It Waste Ro e
Plan I
La
II�1_I
1d_ .IIII11il
im
Section AA 'Filter
blanket
Notes
1. La is the length of the riprap
apron.
Pipe Outlet to Well-defined
Channel
2. d=1.5 times the maximum
stone diameter but not less
than 6".
3. In a well-defined channel ex-
tend the apron upthechannel
banks to an elevation of 6"
---- A
above the maximum tai (water
depth or to the top of the bank,
whichever is less.
4. A filter blanket or filter fabric
should be installed between
Plan
the riprap and soil foundation.
La
7,gl_
Filter
blanket
Flgere 6.41e Riprap curet Prdection (modified from Va SWCC).
Outlet Protection - Energy Dissipator
Culvert - Diversion No. 1
N.T.S.
Rip Rap Lined Channels
CO NSTRIICTION S PEC'I F (CATION
1. Construction will he carricd out in such a raulrrnor that erosion and
sediment loss will be minimizod-
2- Prior to commencing construction, appropriate temporary erosion and
sediment contra[ structures will be installed. Temporary control
structure- uecludc (but arc not liruiled tot silt fence, rock check dams
and straw bale barricis•
3- Remavc all trees, brush, stamps, and other objectionable material from
the foundation area and dispose of properly.
4. Excavate the channel foundation and shape in line. gradc and cross
section as designed free of irregularities- which ilnpcdc normal flow.
Bring over excavated areas to grade by backftlling with moist soil
compacted to the density of the surrounding material.
�. Urade soil away from channel so that slulacc water may cuter tmely-
Ci. Place fi Iter cloth and/or any other bedding material to line and grade as
designed- Place filter and bedding malerial buracdiately alter slope
preparation. For filter fabrics. overlap thus downstream edge by at (cast
12 inches over the upstream edge that is buried im a minimum 12-inch
trench. Space anchor pins every 3 fact along the overlap. Spread
granular materials in a uniform laycr. When more than one gradation
is specified, spread the tayers so [here is minimal mixing.
7. All earth material not needed in construction shall be spread or
disposed of so that it will not interfere with the functioning of the
diversion-
S. Apply lime, fertilizer and seed the disturbed areas around the chauad
in accrlydancc with the Wgctatfon Plan.
MI AINTENANCE
Inspect rip rap lined channels at regular intervals as well as aftcr major rains, and
make rcpairs as soon as prac tical. Give special attention to the outlet and i nict sections and
Other points where concentrated flow enters. CarcHly check stability at road crossings
and look for indications of piping, scour hakes or bank failures- Maintain all vegetation
adjacent to the channol in a healthy. vigorous condition to protect the area from erasion and
scour during high flow periods-
RECLAMATION
Reclamation will be conducted per the Redamalwn Plan unless otherwise noted
Refer to the following drawing of a typical riprap-hoed conveyance channel.
Typical Rip Rap Conveyanre Channel
V•6hapvd RI -prop channel
&mushy ble,o
r4n1m ,� Dv ICP ,rdh
1.., ei, a -,I., '
rr, -
n164Yy1 1hvleepa �^� _ ,:-rill
�-14�- 9Nwrnaa vN:awaim
_ ��. _.:, ill=•Ltf
ohm lu v.l. 9rawr a lahrn.
Rip Rap Lined Channels Details
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I hereby certify that this document was `tCilgrlgO",i
prepared by me or under my direct personal
supervision and is correct to the best of my QQ --O4 S10,�;°��2
knowledge and belief and that I am a duly
licensed Professional Engineer under the = SEAL
laws of the State 9fflN rt Carolina. '2� : 048820 ccti SHEET NUMBER
7
(Signature)
Date: August 25, 2021 •,/�/ p w1�•`` 34 OF 34
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