20230224_ESC_Drawings_vol2

LITHIUM
Volume 2
SHEET INDEX
Series Sheet Number Sheet Name Scale
00-General
OOG-0O1 Cover Sheet 1" 10,000'
DOG-002 Legend Sheet NTS
DOG-003 Site/Mine Map 1"=600'
OOG-004 Reclamation Map 1"=600'
OOG-005 Lithium Hydroxide Conversion Plant-Construction Sequence and Drainage Summary Details NTS
00G-006 Concentrate Operations-Construction Sequence and Drainage Summary Details NTS
00G-007 Erosion Control Details NTS
OOG-008 Erosion Control Details NTS
OOG-009 Erosion Control Details NTS
PROJECT NARRATIVE DOG-010 Erosion Control Details NTS
OOG-011 Erosion Control Details NTS
OOG-012 Erosion Control Details NTS
OOG-013 Erosion Control Details NTS
THE PROPOSED PIEDMONT LITHIUM CAROLINAS,INC.PROJECT IS LOCATED IN GASTON COUNTY,NORTH CAROLINA
JUST EAST OF CHERRYVILLE.THE PROJECT SITE ENCOMPASSES APPROXIMATELY 1,548 ACRES AND IS BOUNDED BY 01-Lithium Hydroxide Conversion Plant
HEPHZIBAH CHURCH ROAD TO THE WEST,DALLAS-CHERRYVILLE HIGHWAY TO THE SOUTH,AND LONG SHOALS ROAD 01CP-001 Lithium Hydroxide Conversion Plant Erosion Control and Drainage Areas Phase 1-Overall Map 1"=200'
TO THE EAST.THE DEVELOPMENT CONSISTS OF VARIOUS COMPONENTS,INCLUDING THE CONCENTRATE OPERATIONS 01CP-002 Lithium Hydroxide Conversion Plant Erosion Control and Draina eAreas Phase 2-Overall Map 1"=200'
(PIEDMONT LITHIUM CAROLINAS MINE#1,CONCENTRATE PLANT,AND INDUSTRIAL MINERALS PLANT)AND LITHIUM 01CP-003 Lithium Hydroxide Conversion Plant-Road Profile 1"=100'
HYDROXIDE CONVERSION PLANT. 01CP-0D4 Lithium Hydroxide Conversion Plant-Rail Profile 1 r=300'
01CP-005 Lithium Hydroxide Conversion Plant-Rail Profile 2 1"=100'
01CP-006 Lithium Hydroxide Conversion Plant-Culvert Drainage Area Ma 1"=200'
01CP-007 Lithium Hydroxide Conversion Plant Plan View-Key Map 1"=200'
01CP-AO01 Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset A r=300'
01CP-AO02 Lithium Hydroxide Conversion Plant Erosion Control Phase 2-Inset A 1"=100'
01CP-AO03 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset A 1"=100'
_"__ ,,-- -.< , � -r - - ._, - O1CP-A004 Lithium droxide Conversion Plant-Sediment easm SB-208-Plan View and Profile Detail 1-50
, , ,�; " ,:.i, -.. 4. ...,r 1Y / �: ;,.1 ,l ,. /...n.. ♦ ,- '.(ham „ / � 1 ,. ^'C
,. _ i _ ''r .. .`A':. -. ,. .:"; i '., .: .., _/� $^ l .✓., ...,.. ). '." .. e ,'� L a 11 / ".✓ �."Hyr
.,s f, F•. R «� ,. 1 .. "... Lime
,,. '.. ..t ♦ - ��:.:1\/11111 « ::, ,r \.:.,{' /, �.x. ,I "L ,.� .'..2
-�. �•- '.. ,. ,,:: ;:. '' ':` O1CP-BOOS Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset 8 1"-300'
, , :,: ... - .' ti,r,. �-_.,, ,, .; ; ,: >., r�c:� ;.;YG - •„�, ilC;�._. 1 <... y ,-�\\�� _ ,. :,, '_S�„ .. _ _ ;:..,. ,,. ,:,:�j /� � i :. �,•., : 01CP-B002 Lithium Hydroxide Conversion Plant Erosion Control Phase 2 Inset 8 ---- '.- \� °• �.i- �•Y r l ,, �, � <'. _;�.J �; ,a ,�,;"'' -�, - ,.... 01CP-8003 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset B 1"=100'
,,. _. � , ,,.. ;-a':.�, ��-..,--` �v -..�:.r:.� -�-,,.r �'. ,.• , ;i< OSCP 8004 Lithium Hydroxide Conversion Plant-Sediment Basin SB-201-Plan View and Profile Detail 1"-50'
`__ ,.r _�.., r..S.. ••�"g" -�-..:�V l� -.' �,r./ _ :.. - "
1 ♦ �, ,'. \ 01CP-13005 Lithium Hydroxide Conversion Plant-Sediment Basin SB-205-Plan View and Profile Detail 1"=50'
e I I
-�� ,; . , ,, �'/• r� O1CP-8006 Lithium Hydroxide Conversion Plant-Sediment Basin SB-207-Plan View and Profile Detail 1"=50'
,/' ,• \+_; ,� s, ,f, ,:,-` " (f /'�, `,\ �.. •,.,. ' 01CP-B007 Lithium Hydroxide Conversion Plant-Stream Crossing No.3,Phase 1,Road to Plant Area 1"=20'
\` 01CP-8008 Lithium Hydroxide Conversion Plant-Stream CrossingNo.3,Phase 2,Road to Plant Area 1"=20'
. 1
� �- -), A`•- 7�`�" _ - __ I - - \\,• -- 01CP-B0109 Lithium Hydroxide Conversion Plant-Stream Crossing No.3,Redamation,Road to Plant Area 1"=20'
_.
r < \,r
N d 1 Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset C 1"=100'
01CP-0002 Lithium Hydroxide Conversion Plant Erosion Control Phase 2-Inset C 1"=100'
�- - ___ 01CP-0003 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset C 1"=100'
--.. A. :. � '�• �. ;!?I •�. _;. ;, o ;:�, �,..;�,, .,q .--.�, 01CP-0004 Lithium Hydroxide Conversion Plant-Sediment Basin 58-202-Plan View and Profile Detail 1"=50'
f 1 01CP-CO05 Lithium Hydroxide Conversion Plant-Sediment Basin 58-203-Plan View and Profile Detail 1"=50'
01CP-0006 Lithium Hydroxide Conversion Plant-Sediment Basin SB-204-Plan View and Profile Detail 1"=50'
/ 1..�•��= �� '•- ��/'r_, - �V O1CP-0007 Lithium droxide Conversion Plant-Sediment Basin 58-206-Plan View and Profile Detail 1"=50'
;• � - � ��.,, _ i -- \ O1CP-0008 Lithium Hydroxide Conversion Plant-Sediment Basin SB-209-Plan View and Profile Detail 1"=50'
01CP-0009 Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Phase 1,Rail to Plant Area 1"=20'
D1CPC01D', �, 1 �\ - Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Phase 2,Rail to Plant Area 1"=20'
\ IfE LOCATION
w •
\ S - - - \� /'I, O1CP-C011 Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Reclamation,Rail to Plant Area 1"=20'
p
Operations
ate02CO 00 Pre Construction Drainage Analysis Map 1"=600'
Concentrate Operations-Road and Conveyor Profiles V=100'
02-Concentr
02C0-003 Concentrate Operations-Road and Conveyor Profiles 1"=1W.
02C0-004 Concentrate Operations-Road and Conveyor Profiles 1"=100'
02C0-005 Concentrate Operations-Detail Sheet-Inset D,E,and F As Shown
.' „ 02C0-006 Concentrate Operations-Detail Sheet-Inset G and H As Shown
+' --• 02CO-007 Concentrate Operations-Detail Sheet-Inset)and K AsShown
OperationsM N O and P
As Shown
Cher"vine
ry `� \ � "•' � - i\ ;. 02C0-009 Concentrate Operations-Detail Sheet-Inset Q R,and S As Shown
_ -
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,_ ",, ' _.,�, :..° ;� �• ,. _.., - "' " � �\.. ,,• .. - - .�\ 1. 02C0-D001 Pre-Construction Drainage Analysis-InsetD 1'=300
\. i ,. ,,.. _,� � - ..,., ',,..• ,- - ,.. ..e. ' - ,\..` Aa02C0 D002 Waste Rock Pile Phase 1 Inset
02CO-DO03 Site/Mine Map-Inset D
-
,: 02C0-D004 Reclamation Map-InsetD 1
-. -
,,;.. 02C0-D005 Sediment Basin No.SO Detail 1"=50'
02CO-DO06 Sediment Basin No.17 Detail
v -�_.� * > - ,':' c% .` • - Pre-Construction Drainage Analysis-Inset E 1"=100'
......_..., >•- '. ,.....M. :.�_. -_; .. _ - ' �11\ 02CO--EO02 Waste Rock Pile Phase 1-Inset E 1"=100'
-- ( ,q, ,.;.''' %� •� c�� 02CO-EO03 Site/MineMap-InsetE 1"=100'
._. '•..- - _ .., (. � ! .,.:.. r.. -.� 02C0-E004 Reclamation MaP-InsetE 1"=300'
' - ' � ;• � , l �r- '^ i, ••, •�`:• f Is • 02C0-E005 Sediment Basin No.8 Detail 1"=50'
> -
02C0 E006 Sediment Basin No.9 Detail
--.i '•" �\ � .,w ,, .,,- „; _,.. ,. •„• ,«, „- �i � � 02C0-F001 Pre-Construction Drainage Analysis-Inset F 1
r _
F002 Site/MineMap Inset 1" 100'
_ • ♦Vr �� �, ,,:r` 5_, ,, , 'i O-F003 Reclamation Map-Inset F 1
,
02C
D2C
02C0 0001 Pre-Construction Drainage Analysis-insetE
• '• '� - :" "T-'v` '-� - • 02CO-GO02 Waste Rock Pile Phase I-InsetG r=100'
02CO-0003 Site/Mine Map-Inset G
•, _ - _ •q" ". -_...;_ :.•� .-., �, 02CO-GO04 Reclamation Map-Inset G 1.=100'
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> -, °^• -�::' �� I' : I
O2C0-0005 Sediment Basin No.1 Detail
Sediment Basin No.2 Detail
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.�- - ,. �.. _.. -1°. � ., ".::.. " .. •- - .�W.. \`v,•- ^..�., ., 02C0 G007 Sediment Basin No.3 Detail 1"=50'
'I
44
02CO-G008 Sediment Basin No.4 Detail 1"=50'
02C0-G009 Sediment Basin No.14 Detail 1"=50'
', - .^..;_ - /'. ~'::�� ,%-- - •:- ,. _ 02C0-G010 Stream Crossing No.iDetail
-
` g,. 02C0-GO31 Stream Crossing No.1 Detail and Construction Notes NTS
" ' �' ,:, : - - , •- •, r:'' -, i. ,•.., .�. -.\..-,- - - " >.. -' _ 02C0-H001 Pre-Construction Drainage Analysis-InsetH
r -,.. r �•,•,\ _ ..� Waste Rock Pile Phase 1-Inset H 1"-100'
-
' 02C0 HD03 Site/Mine Map Inset 1" 100'
0-1-1004 Reclamation Map-InsetH
I•
a t011I --� v _ .. 02C0-HDO5 Sediment Basin No.5 Detail 1"=50'
r •= ',- "' _:v--- ,, ,;. 02C0-H006 Sediment Basin No.6 Detail 1"=50'
•
.. •;v'"" --_�_` .v-�- ',. -, � '' ___. -- � 02C0-H007 Sediment Basin No.7 Detail
l
02C0-1001 Pre-Construction Drainage Analysis-Insetl 1"=100'
l y
i
02C0-1002 Site/Mine Map-Inset I
- -
Reclamation M Inset I 1" 100'
;I -:• . , ' - ," -. - _�' .; --; ',-_, :, ',.: ,. r --"�-_� ,. � - - K;�
D2C0-J001 Pre-Construction Draina a Anal sis-Inset 1 1"=100'
lOtt2 02C0-J002 Site/MineMap-InsetJg 1"=100'
02C0-J003 RedamationMap-Insetl 1"=100'
r... �'
.,� '' •" - ;. � 02C0-J004 Sediment Basin No.16 Detail 1"=50'
.� y
_ _ - -
„ Pre-Construction Drainage Analysis Inset 1"-100'D2C0 K001 Pre Con
/ ..
y.
•' : _-\ � �' .°° / \ 02C0-K002 Site/Mine Map-InsetK 1"=100'
CO-KO03 Reclamation Map-Inset K 1"=100.
fi"•^••^ :. --- ; - ' - _- - / � _ 02C0-K004 Whitesides Road Tunnel Crossing Detail 1"=40'
t_ d ,
02CO-KO05 Whitesides Road Tunnel Crossing Construction Notes NTS
02CO-KO06 Sediment Basin No.18 Detail 1"=50'
02CO-LOOS Pre-Construction Drainage Analysis-Inset L r=100'
Piedmont Lithium Carolinas, Inc. Location Map D2CO-LDD2 Site/MineMap-InsetE 1"=100'
02C0-L003 Reclamation Map-Inset L 1"=100'
02CO-UM Stream Crossing No.2Detail 1.==Zw
SCALE: 1 = 10,000' 02CO-L005 Stream Crossing No.2 Construction Notes NTS
02CO-MO01 Pre-Construction Drainage Analysis-Inset M r=100'
02CO-M002 Site/Mine Map-Inset M 1"=100'
02CO-M003 Reclamation Map-Inset M r=100'
02CO-NO01 Pre-Construction Drainage Analysis-Inset:N 1"=100'
02CO-NO02 Site/Mine Map-Inset N r=100'
02CO-NO03 Reclamation Map-Inset N 1"=100'
02CO-0001 Pre-Construction Drainage Analysis-inset 0 1"=1W.
02CO-0002 Site/MineMap-InsetG 1"=100'
02CO-0003 Reclamation Map-Inset O r=100'
02CO-P0o1 Pre-Construction Drainage Analysis-Inset P r=100'
02CO-POO2 Site/Mine Map-Inset P r=100'
02CO-P003 Reclamation Map-Inset P r=100'
02CO-PD04 Sediment Basin No.11 Detail 1"=50'
02CO-P005 Sediment Basin No.12 Detail 1"=50.
02CO-QD01 Pre-Construction Drainage Analysis-Inset Q r=100'
02CO-QO02 Site/MineMap-insetQ 1"=100'
02CO-QD03 Reclamation Map-Inset Q r=100'
02CO-RO01 Pre-Construction Drainage Analysis-Inset R r=100'
02CO-RO02 Site/Mine Map-Inset R r=100'
02CO-RO03 Reclamation Map-Inset R 1"=100•
02CO-SO01 I Pre-Construction Drainage Analysis-inset 5 1"=100'
I E DtAON T
02CO-SO02 Site/MineMap-insetS 1"=,,W1
02CO-SO03 I Reclamation Map-Inset S r=100'
SHEET NUMBER
OOG-001

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II hereby certify that this document was >
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supervision and is correct to the best of my
ISEAL
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knowledge and belief and that I am a duly it ITI 1;1 Ill 048820 licensed Professional Engineer under the
of the State of North Carolina.
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14(Signature) .1 13 Date: 01/25/2023
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ITEMPORARY CONSTRUCTION ENTRANCE
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MAIN HAUL ROAD PROFILE
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I hereby certify that this document was ,+' CA
STREAM CROSSING NO. 2 prepared by me or under my direct personal ,�`Y�'� • R0
700 no stream impacts 700s5r•' Zx
supervision and is correct to the best of my :'o� a;•;'L i
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 knowledge and belief and that I am a duly ' �r Q v�•:�
SEAL
SOUTH PIT CONVEYOR ACCESS ROAD licensed Professional Engineer under the to: SHEET NUMBER
laws of the State f North Carolina. c �• �►
SOUTH PIT HAUL ROAD PROFILE - 100'SCALE: 1 -
SCALE: 1" = 100' f
(Signature) ,f�� �$
Date: 01/25/2023 02CO-002

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NORTH PIT HAUL ROAD PROFILE - • ¢
SCALE: 1" = 100'
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WASTE ROCK PILE HAUL ROAD PROFILE
SCALE: 1" = 100'
Z0
J Fn>-
900 = I0ZI 900
�H iUOi
ILU0i PROPOSED ROAD GRADE-
I I U` Q 8%
1 cn 10 uJi 0
W
I E O °/i 10
1� I no I ° J I 9 Ft 4.97 Ft 6.75 Ft 5.78 Ft
goo U 70 100 8%
YO 4%
---
=1 goo 9Ft 4.97 Ft
8 Ft
U) U J I L Backfill Material
EXISTING GRADE 8Ft cn
UJI ¢I = o
P-ZI W1 U N U o
J O_ 2L
700 7; Z 700 U
=
N
J -1 � C
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 13.22 Ft w w Q =
0
z
EAST PIT AND TOPSOIL PILE HAUL ROAD PROFILE z z � w U
U U w J
LL [if SCALE: 1" = 100' 0 � � c-
m 0
U tf Q N
m U C
U U
cn o m
900 900 0 �°
co
(Belt Continues to
North Pit Haul Rd) PROPOSED ROAD GRADE Z Z Cf)
LLJ
I o 1 ° ----- u0 TYPICAL CROSS SECTION WITH OVERBURDEN CONVEYOR TYPICAL CROSS SECTION WITH ORE AND OVERBURDEN CONVEYORS O J
80o �? 800 Scale: 1 " = 10' Scale: 1 " = 10' Z Q O N
iLU= i 6 EXISTING GRADE I U) V ~
w� LU
r o v O = a W
Irma_ Iw IZ0
Z= IJ jo¢ _
700 I �O I U 1w 700
TYP HAUL ROAD DITCH DETAILSlope Section O LU
O+OOz 1+00 2+00 3+00 4+00 5+00 6+00 TYP HAUL ROAD DITCH DETAIL(Min.Slope Section) (Max.� P � G Z W J
N.T.S. N.T.S.
NORTH PIT CONVEYOR ACCESS ROAD PROFILE Z Q
g 5o ft. �7.67 ft.---- 0.67 f _ _ O
SCALE: 1 = 100 1.00ft. Freeboard 14 ft.
1.00ft. Freeboard �_ = U W
2 2 i.00 17 ft. 39.5 ft. J O
o I�
1.37 ft. a Z Ifl
8.5ft. PROFILE VIEW Z Z
Channel Design (Non-Erodible) Channel Design (Non-Erodible) � O Z
Channel Type: Triangular, Equal Side Slopes Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 0 100 200 300 2 O Q
Right Side Slope 2.00:1 Right Side Slope 2.00:1 Q O
Base Dimension: 1.00
Wetted Perimeter: 6.15 79 ft. W I.I.
Area of Wetted Cross Section: 3.77 Wetted Perimeter: 3.99 ROAD DITCH 5 ft. Berm (typ.)
Area of Wetted Cross Section: 1.56 (SEE SHEET 30 OF 31) SCALE 1"-100' a
Channel Slope: 0.5000
Manning's n of Channel: 0.0300 Channel Slope: 10.0000
Manning's n of Channel: 0.0410
Discharge: 9.57 cfs '`1�1111i 11j�r
Depth of Flow: 1.37 feet Discharge: 9.57 cfs I hereby certify that this document was V
•Y��� �iAR�y�f�i
Velocity: 2.53 fps Depth of Flow: 0.67 feet prepared by me or under my direct personal rT / f
Velocity: 6.13 fps + •� 55lp 5� �r
Channel Lining: CLASS B RIP RAP supervision and is correct to the best of my 0 4;• i
Freeboard: 1.00 feet Channel Lining: CLASS B RIP RAP knowledge and belief and that I am a duly ' �;Q g�•:
Freeboard: 1.00 feet SEAL
licensed Professional Engineer under the = - q4 20 SHEET NUMBER
laws of the State f North Carolina. :cll� P
TYPICAL HAUL ROAD SECTION (Signature) . ; $ , �,� '�
Scale: 1 = 20' Date: 01/25/2023 ►,tt�<<■ �2C0-003
"

Z :)
wZ H
�o co o _
°can+ �o J
LITHIUM HYDROXIDE �W� �WLu
CONVERSION PLANT PAD I~W �- z U
900 EL. = 840.0 i wzUN UzQ—
I UOQO I z -z
'pUZZ PROPOSED CONVEYOR I CONVEYOR TUBE Ovzz
100 Year Flood Plain I U�Qp EMULSION STORAGE AND BULK TRUCK PARKING AREA IU�Qp Q
TO CONVERSION �0<a-0 ° 1zJw�
PLANT ,z-j o� Iwo
,w _ LU
° �Z �— Yw -
QO o i J 10% W
° �cn�o� �zmQ❑ QI
�� O Y 1% 6% ° I —
800 ROAD DITCH DA-85 zLLWO ;�pC�Q ' I —00 m w;
77777
Beaverdam Creek CONVEYOR TUBE PROPOSED ROAD GRADE UZUN I EXISTING GRADE I jQY° ROAD DITCH DA-91 �' Jz? U~ U! z
RETAINING WALL z QO g w� UI �QY � w '-j
O�HZ iu.lUQw HI WWQpw OQU�Qp o<CL wl H(7d2 w Hpl
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700 F-w I i U)�of p' U)p- W� Q� 2 � � U
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9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+- 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 !7 00 � 32+00 33+00 m 34+00 35+00 36+00 37+00 38+00 39+00 w
c G
' N
O
BELT PROFILE CONCENTRATOR PLANT TO CHEM PROCESSING PLANT N
Z3
SCALE: 1" = 100' Q
.1
>
CD
m
PROPOSED CONVEYOR
° o Hz 0% —
06/. 0% 1% 1% ao o' TO CONCENTRATE
��cn0 o PLANT Cl) Cl)
~TWO+ I z+ z z
EXISTING ZLUU-- <!
W PROPOSED ROAD GRADE �j U gp o 0
?-i zOQO �Q
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w w
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HQ i HJ
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H = I COD
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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 ° > >
� w w
� N N
p \ �
BELT PROFILE CONCENTRATOR PLANT TO CHEM PROCESSING PLANT
z �
N
SCALE 1" 100'
W
z CD J
U o � O
N O O
\ \ = J
N
U � \ n W
W W 0� Q =
O
z
= O
WLL O 0
Z z L W z
Q w Q O w
W W = Q O W J
0 0 O 0 Un W L�
Q
U
Z Z V)
J LU
J
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z Q O
J V F-
LU
F- W =
v 0 O �
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= Z OH
J Inc
H z �
PROFILE VIEW z z a z
O
0 100 200 300 2 Q
W Q
SCALE 1"=100' a 0
1�1111i!!/1
1 hereby certify that this document was yti�,;� •CARO•,�,
prepared by me or under my direct personal f,
supervision and is correct to the best of my Q 'fl� 5rp'•• � :J
knowledge and belief and that I am a duly ' �r Qg�•:�
SEAL
licensed Professional Engineer under the = - 1019220 SHEET NUMBER
laws of the State Qf North Carolina. :cP
(Signature)
Date: 01/25/2023 '�+►f,,,,,■■' 02CO-004

INSET D
z =
SK20
H
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. O J
815.0 0.00 0.0 0.0 0.0 0.12 5301.4
816.0 0.13 203.5 5494.9 41105.0 0.14 5930.3 1000 1000
816.5 0.19 314.1 8481.0 63442.2 0.14 6253.2
SK21
L
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. O Q
812.0 0.00 0.0 0.0 0.0 0.07 3212.9 CID813.0 0.08 124.6 3363.9 25164.0 0.09 3720.9 C
814.0 0.17 268.4 7247.8 54217.0 0.10 4255.9 U O
814.5 0.22 347.8 9391.4 70252.9 0.10 4531.4 900 z:Existling Grade U 900 W
sK22 Sediment Basin Access Road Berm
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
805.5 0.00 0.0 0.0 0.0 0.05 2162.6 a 2
806.5 0.05 84.9 2292.9 17152.1 0.06 2588.9 2, 1 1%
807.5 0.12 186.0 5021.5 37563.4 0.07 3038.9 2'
SK23 SB-17
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 800 800
806.0 0.19 9.o 8.o 2.7 0.20 8859.1 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 . J
806.0 0.19 309.E 8358.1 62522.7 0.20 8859.311111
806.5 0.29 474.5 12810.8 95831.5 0.21 9230.0 1 LU
SK24 Cross Section B-B
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Scale: 1 N = 100'
805.0 0.00 0.0 0.0 0.0 0.05 2185.0 0
806.0 0.05 85.5 2308.3 17267.6 0.06 2605.8 ' N
N
806.5 0.08 134.2 3623.3 27104.5 0.06 2826.2 1000 1000 N
sK2s ,L
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Q
815.0 0.00 0.0 0.0 0.0 0.09 3975.7 Concentrate Plant/Conversion Plant L Q
816.0 0.10 153.5 4144.7 31004.6 0.10 4527.5 Conveyor Access Road No. 2 °
816.5 0.15 238.0 6427.1 48078.2 0.11 4814.9 Clean Water
Diversion °
sT-too Existing Grade C)
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 900 900 '
801.0 0.00 0.0 0.0 0.0 0.01 245.7 • >
802.0 0.01 10.4 280.4 2097.8 0.01 352.9 Berm
803.0 0.02 24.6 665.1 4975.2 0.01 458.5 2 ad ' N
804.0 0.03 43.0 1160.7 8682.8 0.01 590.0 1/o
805.0 0.04 67.9 1932.5 13709.0 0.02 838.7 D ' U
gos.s 0.05 83.8 2263.E 16932.8 0.02 977.1 DA-86 Diversion Ditch During Mining Grade m
ST-lot 800 DA-85 Road Ditch 800
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. O+OO 1+OO 2+00 3+00 4+00 5+00 6+00 7+00 8+00
796.5 0.00 0.0 0.0 0.0 0.01 415.3
797.5 0.01 17.0 459.1 3434.1 0.01 559.2 1
798.5 0.02 39.6 1068.7 7994.5 0.02 725.8 Cross Section A-A
799.5 0.04 68.6 1851.4 13849.4 0.02 938.6 Scale: 111 - 100'
800.5 0.07 107.9 2913.9 21797.1 0.03 1334.9
801.0 0.08 133.2 3596.2 26901.2 0.04 1551.2
ST-102
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
799.0 0.00 0.0 0.0 0.0 0.01 272.4
8W.0 0.01 11.5 309.3 2313.4 0.01 387.3
801.0 0.02 27.1 731.5 5471.9 0.01 503.1
802.0 0.03 47.2 1275.0 9537.9 0.01 647.8
803.0 0.05 74.5 2012.1 15051.7 0.02 922.2
803.5 0.06 92.0 2485.3 18591.2 0.02 1073.2
ST-103
WaterElev Storage Acre Ft Storage CY Storage CIF Storage GALLON Area Acres Area S.F.
798.0 0.00 0.0 0.0 0.0 0.01 309.6
799.0 0.01 12.9 349.2 2612.0 0.01 436.1
800.0 0.02 30.5 824.8 6169.6 0.01 566.4
801.0 0.03 53.2 1436.3 10744.6 0.02 736.0
802.0 0.05 83.9 2266.3 16953.1 0.02 1042.6
802.5 0.06 103.7 2799.0 20938.1 0.03 1210.1
ST-104
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
803.0 0.00 0.0 0.0 0.0 0.01 272.5
804.0 0.01 11.4 309.1 2312.5 0.01 387.5 0
805.0 0.02 27.1 731.4 5471.0 0.01 502.5 z
806.0 0.03 47.2 1274.8 9536.2 0.02 653.5
807.0 0.05 74.5 2012.0 15051.0 0.02 925.7 0
807.5 0.06 92.0 2485.2 18590.5 0.02 1075.2 INSET E U
w
0
ST-105 ;
>
C-18 Culvert Design TC-1 Culvert Design Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
SEE THE SEDCAD 4 FLOW CALCULATIONS SEETHE SEDCAD 4 FLOW CALCULATIONS 874.0 0.00 0.0 0.0 0.0 0.01 412.6 N
(FILE NAME'.EMULSION STORAGE AND TRUCK PARKING AREA-25 yr.sc4) (FILE NAME'.CAA thro DA]prewnstruct z5 YR.,c)
875.0 0.01 17.0 459.0 3433.9 0.01 559.8 o
TYP CLEAN WATER DIVERSION DETAIL
876.0 0.02 39.6 1068.6 7994.0 0.02 725.9
(MIN.SLOPE SECTION) o N
CHART 2 CHART 2 N.T.S. DIVERSION DITCH DA-86 DETAIL 878.0 0.0a 68.E 2913.4 21797.0 0.02 936.E
ROAD DITCH DA-91 DETAIL 878.0 0.07 107.9 2913.8 21797.0 0.03 1333.4 0
'g0 10,000 160
,0T .055 N.T.S. (MIN.SLOPE SECTION) 878.5 0.08 133.2 35%.1 26900.7 0.04 1550.6 z
EXAMPLE (�) EXAMPLE (�) 1.00ft. Freeboard N.T.S.
oaT e.000 188 4000
'� �9.13 ft.
D=36;-,(30 feat) 6
+� 6'0°° D=38;ncnea 130 fea1) 6 15fi 5.000 11.34 ft. 1.00ft. Freeboard
,44 4,00o D=66 pfs 5 (- 1. 4,000 D=66 pfs (-6
1. U HW` HW (3) 132 U HW' HW 5 (3)
3,000 D Ifee11 5 6 3.000 D (feet) 6 1.28 ft.
120 Q 2,°°° U) 1.8 5.6 5 120 d 2,000 U) 1.6 SA 1 1.00ft. Freeboard
�10.55 ft.� w
12) 2.1 6.3 4 108 12r 2.1 6.3 4 5 2 [71.83 ft. J
Q
1.64 ft. O
1 1
N U7
oe
(3) 2.2 6.6 3 4 l31 2.2 fi.fi 4
2 2 _J _J O O
2 w LLI N
O6 ,,000 `D In feet 3 O6 r 'D In feet 3
j 800 3 > e(q
d 600 Q=13.61 CFS 2 84 N fi00 Q=20.45 CFS
_ 400 ° oo Channel Design (Non-Erodible) QCn
\ ~O
2 z W 12
30o z 300 s „ Channel Design Non-Erodible
z u 200 = 1.s z z zoo 3 Channel Type: Triangular, Equal Side Slopes g ( ) O U z O
s - 60 a EXAMPLE y s 5 Dimensions: Left Side Slope 2.00:1 Channel Design (Non-Erodible)
g o EXAMPLE s o / p Channel Type: Triangular, Equal Side Slopes INSET F O
sa Right Side Slope 2.00:1
w ,00 w w 10 W 9 p Dimensions: Left Side Slope 2.00:1 Channel Type: Triangular, Equal Side Slopes Z
a < 3 4e 60 ¢ Right Side Slope 200:1 Dimensions: Left Side Slope 200:1 0 O ••as N 6 o Wetted Perimeter: 5.73 w w O
U 60 � 50 HW ENTRANCE 10 Right Side Slope 2.00:1 z z O
50 "W SCALE ENTRANCE /_ ,.0 10 LLO 2 p SCALE TYPE 2 10 Area of Wetted Cross Section: 3.29 Y w L,� z
D PE Wetted Perimeter: 8.20 O O L;I �
w / zu �,d a,� o w 4 so h) Headwall o oa Area of Wetted Cross Section: 6.73 Wetted Perimeter: 7.32 n Q w � Q O w
Channel Slope: 0.5000 LLw of = Q O �
2)� Mft,,d p oe 33 1 �i%f dW w 09 Area of Wetted Cross Section: 5.3E
0 33 0 / eRomlaelape o.a o.6 s a mmaai.a� g.o`.65•-265•HWD Manning's n of Channel: 0.0290 0 O 0 w L
< Channel Slope: 1.0000
/ (3) ProJ.IP, �i Lj 30 13) ProlacUn,, �i
o 08 08 Manning's n of Channel: 0.0290 Channel Slope: 0.5000 SK27
10 2T 10 Discharge: 8.22 cfs
< i o, oT o a Z 0.7 0., Manning s n of Channel: 0.0290
o / a Depth of Flow: 1.28 feet
6 07 24 6 °' Velocity: 2.50 fps Discharge: 30.22 cfs WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON Area Acres Area S.F.
-21 T,use uale(2)or(3)pro d 21 T,sae aaa;e(2)r(3)prJW Depth of Flow: 1.83 feet Discharge: 15.77 cfs
4 hadmn auy to scare n),then 4 oh o«ally 10 a eta(,),M1en afi 801.0 0.00 0.0 0.0 0.0 0.16 7081.5
pee ao-algh;ncllned l;n,Umegh °.6 0.6 pee aNa;ght; 1c dlin h=gn o.6 Channel Lining: Class B Rip Rap Velocity: 4.49 fps Depth of Flow: 1.64 feet
3 DandDanaiea,orra�arseas afi 3 Danaoaoalea.«reereeaa g.g Velocity: 2.94 fps
802.0 0.17 270.4 7300.9 54614.6 0.18 7783.5
,a ;Iwapa,ad. a Illealmted Freeboard: 1.00 feet
803.0 0.35 566.9 15307.6 114508.4 0.19 8488.3
2 2 Channel Lining: Class B Rip Rap
15 11 5 Freeboard: 1.00 feet Channel Lining: Class B Rip Rap 803.5 0.45 725.1 19577.8 146452.5 0.20 8854.1
,.o os 1,0
0.5 os Freeboard: 1.00 feet
os
2 HEADWATER DEPTH FOR " HEADWATER DEPTH FOR SK67
C.M.PIPE CULVERTS C.M.PIPE CULVERTS WaterElev Storage AcreFt Storage CY Store a CF Store a GALLON Area Acres Area S.F.
WITH INLET CONTROL �t,-I,�F J3L1Cpo�,EN,g WITH INLET CONTROL 8 g 8 g
FOR Q=13.61 CFS,USE FOR Q=20.45 CFS,USE 790.0 0.00 0.0 0.0 0.0 0.15 6743.3
1-24 INCH CMP WITH 2.40'HWD 1-361NCH CMP WITH 2.55'HWD LL
OR EQUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN.1.5 791.0 0.16 257.9 6964.4 52097.4 0.17 7434.4 Z Z
FT.COVER. FT.COVER.
792.0 0.34 541.E 14622.3 109382.5 0.19 8127.9 - J Q
SK68 � N
C-19 Culvert Design(Under Emulsion Pad) Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Z Q
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME:OA1 thm DAT preconab d 25 yr.eW) 0.00 r '
826.0 0.16 251.6 6793.5 50819.2 0.17 7256.3 W
827.0 0.33 528.4 14267.0 106724.5 0.18 7940.1 0 T •+
CHART 2 Li
S 69 r
� m,000
6'0°° EXAMPLE TYP CLEAN WATER DIVERSION DETAIL
fi.000 (�) WaterElev Storage AcreFt StorageCY Storage Storage GALLON Area Acres Area S.F.
T MAX.SLOPE SECTION) ROAD DITCH DA 91 DETAIL O W
5,000 D=36IncM1es(3.0 feet) 6
4,000
Q=66 k (2) 826.0 0.00 0.0 0.0 0.0 0.07 2974.8
1. U 3,000 RO pealr 5 5 (3fi N.T.S. 827.0 0.07 116.3 3139.3 23483.6 0.08 3510.7
MAX.SLOPE SECTION)N
1. Q 2,000 (1) 1.9 5.6 w
N.T.S. 828.0 0.1E 252.E 6819.2 51011.3 0.09 4056.3 Z
. (3) 2.2 6.s 3 4 4 828.5 0.20 328.4 8865.6 66319.0 0.10 4339.3
F o0o DIp 3 -7.53 ft.� �8.40 ft.�
U 800 3 � L
1 y fi°° Q-36.D6DF$ 1.00ft. Freeboard 1.00ft. Freeboard 2 Z r
N 400 1 0.88 ft. 1 1.10 ft. = W
i Tz N 2 2
U 300 LU
Z U = 1.5 2
200
fi0 PI F TS ,.5
w 0 2
WO
90 a Channel Design (Non-Erodible) Channel Design (Non-Erodible)
V <
0 42 o so = 6C�E "TRA�pE� _ ,.o o Channel Type: Triangular, Equal Side Slopes Channel Type: Triangular, Equal Side Slopes 0 O
Q _ Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 Q
w 30 (,) Headwall o 08 10 p p
Right Side Slope 2.00:1 Right Side Slope 2.00:1 L
< 33 (2) Mitered 10 08 r
�p 20 conform l0 slope F 08 0.6 Q
30 (3) Preied;ng 3 Wetted Perimeter: 3.95 Wetted Perimeter: 4.92 �A
n 10 a 0.6 Area of Wetted Cross Section: 56 Area of Wetted Cross Section: 2.42 QLU
o a M o.T o.T LU
` 6 07 Channel Slope: 6.6000 Channel Slope: 10.000021 A �^
N 5 To -1,(2)or(3)uaepurled Li v
4 hen.-IyW.1.(1),1- o.fi Manning's n of Channel: 0.0390 Morning's n of Channel: 0.0450
ae 5lralght;ncllned line Umegn 0.6
3 oand D aaaiea.pr>e eas o.6 Discharge: 8.22 cfs Discharge: 15.77 cfs
e IIWat>•a
2 Depth of Flow: 0.88 feet Depth of Flow: 1.10 feet �` V/`51RV/fi�i
5 0.5 05 Velocity: 5.27 fps Velocity: 6.51 fps I hereby certify that this document was
rT
1 0 0.5
Channel Lining: Cass B Rip Rap Channel Lining: Class B Rip Rap prepared by me or under my direct personal a
" HEADWATER DEPTH FOR Freeboard: 1.00 feet Freeboard: 1.00 feet + •YSSIOt' �� �r
C.M.PIPE CULVERTS supervision and is correct to the best of my
I
knowledge and belief and that I am a duly '��SEAL vr =�
WITH INLET CONTROL
63 FOR 0=36.06 CFS,USE
136 INCH CMP WITH 3.33'HWD
OR EQUIVALENT.PROVIDE MIN.1.5 Icenseroesslonanglneer under the
W -
FT.COVER. 04 20SHEET NUMBER
laws of the State Qf North Carolina. :cP
(Signature) � ,1'I�BtW1�1� +`'�` 02C0-005
Date: 01/25/2023 '+►r 1 1 1 ■�'

w
Y 1­_
1100 U Q�PROPOSED FINAL GRADE 1% FINAL CREST EL. = 1090.0 1100
O �1 f 1% i
p Lu
W0 U Co 21 20 ft. Bench (typical) Q Z =
Q cif WU ?7 O H
O QJ cn0 U _
10� J
Lu U) 10
1000 U ww z 21 PROPOSED GRADE U 1000
w
UQ ROAD BERM �� PHASE I ?"7 UQ
W p
CONCENTRATE PLANT/CONVERSION PLANT
U Z 21 ` O
CONVEYOR ACCESS ROAD NO. 1 Ui 1 o/o - - ?•� d
w U Uj
900 z 21 � 900
ROAD DITCH 2 w
------------- ---------
7
--- --
EXISTING GRADE
800 z 1725t
800
DIVERSION DITCH DA-19 U
p DIVERSION DITCH AT BERM #1 w
ry Of
ROA DITCH w m
p
z p
N
700 700 ' O
N
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
.Q
Q
WASTE PILE CROSS SECTION C-C'
SCALE: 1" = 100'
U
m
ROAD DITCH
ROAD BERM \
1100 -1% FINAL CREST EL. = 1090.0 1% 1100
CREST EL. PHASE 1 = 1068.0
20 ft. Bench (typical)
z
PROPOSED FINAL GRADE
1 �p o
1000 2 �QO J ? 1000
Lu ELL
OPOSED GRfiDE
�:� U PHASE
21 UU� O 2i7 wU �� > >
(/)Q UJ
UJ
900 Q 2" 900
U 3.1
U)
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EXISTING GRADE 4:
1
800 z 800
M
I
m
U)
z
700 W 700
m
z
W
p
W
L7
600 600
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 26+00 27+00 28+00
WASTE PILE CROSS SECTION D-D'
SCALE: 1" = 100'
N z
-1 __j p O M
N S O N
(n (n \
N S ET H TYP WASTE ROCK PILE FLUME DETAIL(Min.Slope Section) (n J
INSET
N.T.S.
Q � �
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z �
C-2 Culvert Design (�
C-1 Culvert Design SEETHESEDCAD4FLOWCALCULATIONS C-17 Culvert Design C-24 Culvert Design SK26 1833 ft. O
SEE THE SEDCAD 4 FLOW CALCULATIONS (FILE NAME:DA-51_25 yO.C,U W •" LLJ Storage CY StorageCF Storage GALLON AreaAcres Area S.F. 0
(FILE NAME:PHASE 1 WASTE ROCK PILE 00
SEE THE SEDCAD4 FLOW CALCULATIONS SEETHE SEDCAD 4 FLOW CALCULATIONS z z
_25 yr.sM) 11 >> w J Y LLj LLJ z
28 SK (FILENAME:PHASE,WASTE ROCK PILE_25 yr.,C4) (FILE NAME:REVISED S61-5 yr,BAU WaterElev Storage AcreFt > U 11G0 841.0 0.00 0.0 0.0 0.0 0.09 3855.8 1 1.08 ft. W � = Q U � -
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. CHART 2 842.0 0.09 148.3 4005.4 29962.4 0.10 4335.1 2 �� � � U 0 (n 2_ �
794.0 0.00 0.0 0.0 0.0 0.08 3516.9 CHART 2 60 00 CHART 2 CHART 2 843.0 0.19 314.4 8489.1 63503.1 0.11 4814.0 1 0.00 ft
1o,00° 68 a000 EXAMPLE ,oT ,000 eo 1BF_ 843.5 0.25 404.1 10911.0 81620.1 0.12 5057.9 1.00ft. Freeboard 795.0 0.08 135.1 3647.1 Z7Z82.Z 0.09 3951.E T (�) eo
i6BT 8.000 EXAMPLE (�) 158 I 5- D=36 incM1ea(3.0 feet) 6 (z) 188 8� EXAMPLE (�) 188 8'00° EXAMPLE (t)
796.0 0.18 285.3 7731.4 57835.1 0.10 4383.E e.000 Q=EEGs Channel Design Non-Erodible
+� D=381nc5es(3.O feeO 8 1" 6,000 15fi 6,000 1sfi 5,000
5.000 z 5 fi 0=36 inc5a5130feat) 6 D=361ncM1as(3.0 feet) fi 51130 g ( )
i. 0=fifi cfs () 132 U HW' HW (3) 5,000 D=86 cfs (2) 5,000 0=88cfs (2)
796.5 0.Z3 368.1 9937.E 74338.1 0.11 4610.2 4.00o s 6 3,000 D oeao 5 6 +4^ d,aao 40 d.o0o
,. U HW' HW (3) F 132 U HW HMI 5 8 (3) 132 U "� HW 5 6 (3) Channel Type: Trapezoidal, F ua Side Slopes
w 3.00o D (Ben s e 0 a °0° izi z.e a.3 4 s o00 3,000 Water Elev Storage AcreFt Storage CY StorageCF Storage GALLON AreaAcres Area S.F. YPq
F D Ifeep 5 6 D (reeq s s
Sl\29 '20 i 2,000 (9 1.8 5.4 d s me
I- Dimensions: Left Side Slope 2.00:1
(2) 2.1 8.3 131 2.2 8.8 3 d 120 d 2,000 (,I 1.8 SA s 120 d 2,000 (1) 1.8 5A 5 827.0 0.00 0.0 0.0 0.0 0.04 1525.E p
4 d Right Side Slope 2.00:1
'08 (3) 2.2 6.8 3 4 1,000 'D In feat 108 121 2.1 8.3 108 (2) 2.1 fi.3
WaterElev Storage AcreFt StorageCY StorageCF Storage GALLON AreaAcres Area S.F. 95 3 3) 2.2 6.6 ° 3) 2.2 6.6 96 3 4
,000 82&0 0.04 60.9 1645.4 12309.5 0.04 1949.6 Base Dimension: 10.00 J 1 `Din feat 800 3
I_ 3 ❑ ,BOB4O00 'D In feet ,.000 'D In feat
793.0 0.00 0.0 0.0 0.0 0.26 11233.9 Q eoo 3 as Ix Q=22.29CFS g6 3 98 3 829.0 0.09 138.4 3736.7 27952.5 0.05 2389.3
N Boo eoo 3 800 3 Wetted Perimeter: 14.84
794.0 0.26 427.0 11530.0 86250.7 0.28 12156.5 Bd y 800 Q=]5.]3CFS 2 N dW g X
�0 Q=]1.28CFS 84 5�00 Q=5.50CFS 830.0 0.15 234.0 6318.3 47264.5 0.07 2893.4
W. z Area of Wetted Cross Section: 13.13
795.0 0.55 888.3 23985.4 179423.2 0.30 13077.4 w 2 eoo 2 2 '2 00 ❑' 2 ° N do0 2 w y do0 830.5 0.18 289.0 7801.9 58362.E 0.07 3200.3
LL 300 0 z i 1.s x '2 2 2 Channel Slope: 5.0000
795.5 0.70 1131.8 30559.7 228602.7 0.31 13545.5 z z 3 1.5 6o a 200 PI F N s s = 300 3 s ° C, 00 +.5 p
200 g z z z z ST-106 Manning's n of Channel: 0.0470 Z Z
SK66 8 O AMPLE / S 5 K 54 F Q BO Q 200 +PIE 9'3.5'=$. 'HWO O 60 O 2W AMPLE N 1S 5
/ w 100 w w Discharge: 85.86 cfs 2
w u too / / W 4e a w 6 / / / w 50 7 WaterElev Storage Acre Ft Storage CY StorageCF Storage GALLON Area Area S.F. 9
d8 < ❑ N ❑ 3 < / < J a 00 s Depth of Flow: 08 feet O
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. _ / ❑ 42 "" SCALE ENTRA"DE °8 / a ❑ °e a 874.0 0.00 0.0 0.0 0.0 0.01 412.E Velocity: 6.53 fps '^
M U / B 60 Z O D TYPE / 2 U ❑ U a Y p V+ Q
784.0 0.00 0.0 0.0 0.0 0.15 6750.8 p ❑ 50 HD SCA E ENNPECE _ ,0 0 0 60 4 1.0 p 60 HW ENTRANCE 1.0 0 O 8° HW ENTRANCE 1.0 0 875.0 0.01 17.0 459.0 3433.9 �.01 559.8 0
(� /Neadwall 50 SCALE 50 SCALE
K 40 d W W O D TYPE 2 O ° D TYPE S
785.0 0.16 258.0 6964.8 52100.1 0.17 7437.6 (1) Headwall ° 36 0 / ❑ w do a o 60 0 0 876.0 0.02 39.6 1068.6 7994.0 0.02 725.9 Channel Lining: CLASS 1 RIP RAP
W 30 p - Q 33 (2) Miteretl to 08 (1) Headwall gg W (,) Headwall 09
786.0 0.34 541.6 14622.7 109385.1 0.19 8134.7 < „ (2) MMere w CB �o / / 0 mb Walope < o.e oe M 3fi 30 � 2 3fi o � � 877.0 0.04 68.E 1851.4 13849.7 0.02 936.E Freeboard: 1.00 feet
p 25 coMo,m to slope 0.8 R) ProlacOn9 < 33 20 (21 Mitered to 0.9 Q 33 �0 I21 Miteretl tc 09
Q 0.8 U ❑ O B ❑ wnform to slope F 0.8 O for lope H g 8
30 (3) Prolectln9 �i ❑ < Q �
69 878.0 0.07 107.9 2913.8 21797.0 0.03 1333.4 TYP WASTE ROCK PILE FLUME DETAIL(Max.Slope Section)
ST-110 U 0.8 K 2] 0 30 (3) Projac 3: 30 31 Proie Ong
❑ o ¢❑ 8 i o.] o.] 0 9 o.fi o a o.e 878.5 0.08 133.2 3596.1 26900.7 0.04 1550.6 N.T.S. J '^
z] ,o u� 27 fo v
O 8 2 0.7 0.7 24 a O.y Q 2 0.] o.] Q I 2 0.] 0.7 T
WaterElev Storage Acre Ft Storage CY StorageCF Storage GALLON AreaAcres Area S.F. 2A e ° �' S II eIe(z)orl3lproiaet a 24 a o] Z❑Z ° eI o] ST-107 O i
N s To use scale I2I ar(3)projeG d III t21 ally to scale lin.than 0.6 F
791.0 0.00 �.� �. 0.0 0.00 163.5 21 d gN inGined line IM1rougM1 O B N 5 To use xale(2)or(3)proleIX N S To use scale 12I or(3)projaG 16.82 f t.
M1orIB,n 1y to scale(+I,O,en 0.6 3 D and D scales,or reverse es g 8 21 6 M1anwntaltyto scale(1),iM1en 2+ I d M1or¢oMelly to scale(1),iM1en ■
tr Ltimlin--tM1roegM1 oa a6 afi Water Elev Store a AcreFt Store a CY Store a CF Store a GALLON Area Acres Area S.F. W
792.0 0.00 7.0 187.8 1405.1 0.01 239.8 3 Dend Q scales,or reverse es +8 illustretatl. use sirQ incllnetl line lM1rougM1 0.6 I use sUai9M1t inclined line iM1rougM1 O.fi H g g g
18 illusiratetl. 0.6 3 O8 3 D antl D scales,or reverse as 0.8 g39.0 0.DO 0.0 0.0 0.0 0.00 162.g
793.0 0.01 16.E 448.3 3353.5 0.01 311.5 D and D enalea,or re area as
,s o.s 05 z z 840.0 0.00 7.0 187.8 1405.0 0.01 239.2 70 ft. � O V/
794.0 0.02 29.1 784.6 5869.6 0.01 404.7 g Z
s os OS - as +5 os +5 os 841.0 0.01 16.E 44$.1 3352.0 0.01 310.9 2
795.0 0.03 45.9 1240.2 9277.5 0.01 571.8 0 o.s 2 1.o os os 0 Os 05 842.0 0.02 29.0 784.3 5866.7 0.01 406.1 1 0.00 ft.� Z
795.5 0.04 56.7 1532.2 11461.8 0.02 665.5 HEADWATER DEPTH FOR
HEADWATER DEPTH FOR C.M.PIPE CULVERTS 12 HEADWATER DEPTH FOR 2 HEADWATER DEPTH FOR 843.0 0.03 45.9 1239.8 9274.3 0.01 573.3 1.00ft. Freeboard
C.M.PIPE CULVERTS 6DREADOFP�6D°R°A°6,AN see WITH INLET CONTROL C.M.PIPE CULVERTS C.M.PIPE CULVERTS 843.5 0.04 56.7 1531.8 11458.4 0.02 665.9 r
.-C-OF-LICROAD-N1- WITH INLET CONTROL FORQ=22.29CF..USE WITH INLET CONTROL WITH INLET CONTROL Channel Design (Non-Erodible)
1-301NCH CM PS WITH 2.]0'HWD LaLnu oFPUeuc RowsLAN-,ee3 FOR Q=71.26 CF USE USE BUREAU OF PUBLIC ROADS LAN.1963 Q=S.SOCFS,USE ST-108 T W
OR EQUIVALENT.PROVIDE MIN.1.0 i
FORQ=l5.]3 CFS,USE FT.COVER. 1421NCH CMP WITH 5.22'HWD [IFI CHOMP WITH 1AT HWD Channel Type: Tra pe ZOlda Equal Side Slopes
1421NCH CMP WITH 5.53'HWD OR EQUIVALENT.PROVIDE MIN.2.0 OREQUIVALENT.PH
Dimensions: Left Side Slope 2.00:1
OR EQUIVALENT.PROVIDE MIN.2.0 FT.COVER. FT.COVER. WaterElev Storage Acre Ft Storage CY StorageCF Storage GALLON AreaAcres Area S.F. p
LU
WORST CASE WASTE ROCK PILE DIVERSION DITCH FT.COVER. Right Side Slope 2.00:1
DETAIL(MIN.SLOPE SECTION) WORST CASE WASTE ROCK PILE DIVERSION DITCH 840.0 0.00 0.0 0.0 0.0 0.01 309.5 Base Dimension: 10.00 J
DETAIL(MAX.SLOPE SECTION) 841.0 0.01 12.9 349.0 2610.8 0.01 436.7 O Area of We ,^
N.T.S. N.T.S. 842.0 0.02 30.5 824.5 6168.0 0.01 567.3 Wetted Peritted Cross Section: 8.03 meter: 13.15 L , ` V+
r v
843.0 0.03 53.2 1436.1 10743.0 0.02 735.1 Manning's n of Channel: 0.0710 O
J
- 15. 12.03 ft
51 ft. 844.0 0.05 83.9 2266.0 16951.0 0.02 1042.2 Channel Slope: 50.0000 L
� � Q1.00ft. Freeboard 844.5 0.0E 103.7 2798.8 20936.3 0.03 1212.E O
T 1.00ft. Freeboard `
1 1 J_ ST-109 Discharge: 85.86 cfs r
288 ft. 2.01 ft. Depth of Flow: 0.70 feet 0 W
2 2 22 Velocity: 10.67 fps 0
WaterElev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F.
840.0 0.00 0.0 0.0 0.0 0.01 309.5 Channel Lining: CLASS 1 RIP RAP
Channel DesignNon-Erodible 941.0 0.01 12.9 349.0 2610.8 0.01 436.7 Freeboard: 1.00 feet A '^
Channel Design (Non-Erodible) ( ) 842.0 0.02 30.5 824.5 6168.0 0.01 567.3 1•� v
Channel Type: Triangular, Equal Side Slopes 843.0 0.03 53.2 1436.1 10743.0 0.02 735.1
Channel Type: Triangular, Equal Side Slopes Dimensions: Left Side Slope 2.00:1Dimensions: Left Side Slope 2.00:1 844.0 0.05 83.9 2266.0 16951.0 0.02 1042.2
t11rli!!
Right Side Slope 2.00:1 �t �+ njIr
Right Side Slope 2.00:1 844.5 0.0E 103.7 2798.8 20936.3 0.03 1212.E F)repared
hereby certify that this document was y ��,�An�/f�`
Wetted Perimeter: 12.88 Wetted Perimeter: 8.99 yy p rT fArea of wetted cross section: s.o7 b me or under m direct personal � ��
Area of wetted Cross Section: 16.5E supervision and is correct to the best of my Q ,•�Yssra e r i
Channel slope: o.s000 channel slope: Chcnro knowledge and belief and that I am a duly
g� �
Manning's n of Channel: 0.0480 g y = SEAL -
Monning's n of channel: o.o2ao licensed Professional Engineer under the = SHEET NUMBER
Discharge: w3.7o cfs laws of the State f North Carolina. ~ O .�.
Discharge: 73.70 cfs Depth of Flow: 2.01 feet QQ
Depth of Flow: 2.88 feet Velocity: 9.14 fps �A
Velocity: 4.45 fps
Channel Lining: CLASS B RIP RAP �r� r `� ���y
Channel Lining: CLASS B RIP RAP Freeboard: 1.00 feet (Signature) i,r tV 13 �1�1 +tt OZCO'0�6
Freeboard: 1.00 feet Date: 01/25/2023 I��rlllilljll�

INSET K
1000 1000 fir HIGH FENCE
WITH 2"X 4"
OPENINGS -
SK32 2:
G Z
EX\SOUND �
Water Elev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. SAFETY BENCHES GR
r=
p 786.0 0.00 0.0 0.0 0.0 0.15 6750.3 2 'T=iii-
14 ft. Basin Access p 787.0 0.16 258.0 6964.7 52099.8 0.17 7437.8 QUARRY TO BE 11m TYP-t �1 liTiiiiTi l J
li-
0
cfl FILLED WITH
pp 788.0 0.34 541.E 14622.E 109384.9 0.19 8134.5 WATER
788.5 0.43 693.1 18713.9 139989.7 0.19 8490.4
900 w DURING MINING GRADE 12 FT. HIGH SCREENING (SOUND)WALL 900
Q BERM sx70 Q
d �12°TYP
_ 1% 1% Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 0- 11 m TY
- --
- -- -- - -- 840.0 0.00 0.0 0.0 0.0 0.03 1495.9 ILL
-------------------
_- ---. 841.0 59.9 1616.5 12092.2 0
-----___________--- 0.04 0.04 1877.7
-------------------------
842.0 0.08 134.1 3620.4 27082.8 0.05 2274.7 Z
SB-16 842.5 0.11 176.8 4772.7 35702.1 0.06 2482.2 I
800 DIVERSION DITCH DA-42 800 F a-
LU
z I
EXISTING GRADE- DIVERSION DITCH DA-47 o
M
700 700 • w
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
G
CONCENTRATE AND INDUSTRIAL MINERALS PLANT PAD o
N
CROSS SECTION E-E TYPICAL RECLAMATION TO LAKE
SCALE: 1" - 100' PIT CROSS SECTION Q
N.T.S. - •
>
U
1000 Q 1000
o 0
a� z z
m � �
O O
12 FT. HIGH SCREENING (SOUND)WALL CalM
ROAD BERM O
V BEM
900 DURING MINING GRADE EXISTING GRADE- w w 900
0- ONING FENCE
0l0 0% CRUSHED ORE PAD 0% 4Si 0% 0% yo�o
1 2.•7 -- -
HEPHZIBAH CHURCH ROAD
800 ROAD DITCHHAUL ROAD DIVERSION DITCH DA-44 800
700 700
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
CONCENTRATE AND INDUSTRIAL MINERALS PLANT PAD
CROSS SECTION F-F'
C-8 Culvert Design
SCALE: 1" - 1 OO' SEE THELE CADNAME: AL6W 5 CULATIONS
(FILE NAME:DA4i]_25 yr.arA)
Z
w
0
O
CHART 2 U
teo 10.000 �
188T a°°° EXAMPLE (�) Q
INSET J 156 I 5 =881nea(3p aa) fi (2)
WORST CASE PLANT AREA DIVERSION DITCH 142 HW 5 6 (3) w
C-3 Culvert Design C-4 Culvert Design C-6 Culvert Design C-7 Culvert Design 12o F
SK36 DETAIL(MIN.SLOPE SECTION)
0
SEE THE SEDCAD4 FLOW CALCULATIONS SEE THE SEDCAD 4 FLOW CALCULATIONS SEE THE SEDCAD 4 FLOW CALCULATIONS SEE E SEDCAD DURING
CALCULATIONS a 2,000 (P) 28 E3 4 5 (>7 LJ
N.T.S. (FILE NAME:REVISED SB14_25 yr.se4) (FILE NAME:REVISED SB14_25 yr..c) (FILE NAME:CULVERT G6_100 yr.a.) (FILE NAME:SS-18 DURING MINING_100 yr.arA) ,OB
Q (3) 2.2 fi.fi 3 6 � w
98 F 00 `D In feat 3CIO
U s00 3
7
84 � Epp Q=13.99 CFS N
8.1 ft. CHART 2 CHART 2 CHART 2 CHART 2
,0,000 180 10,000 t80 10,000 180 72 U 300 ❑ 1.5 2 \
'80T 88 8,000 169T 8.00o EXAMPLE ggT 8,000 188T B00° D=381ncM1ea(3.0 kM) fi Q 11- N 1.5 1.5 N
EXAMPLE (�) t (') t I D=3fi nchea(3EO feat) ('fi EXAMPLE (�) Z Z 2 O
1 1 5fi I 6.000 p W (2) 8.000 0=fifi h (2) d fi.000 1. 6.000 F 54 W
0=3fi inMas(3.0 feet) 6 5.00o D-361ncM1ea(3.0 feet) 8 5,000 'z S'0o0 G=88 ck (2) W
3.53 ft. 144 4,000 HW HW w
ppp 4,000 4,000 G=BBck ()
2 2 132 U 3.000 HW' HW 5 fi (3) 132 U HW HW 5 6 (3) 132 U HW 5 6 (3) 132 U 3.000 O 5 8 (3) 8 K 1W
D (feat) 5 fi W 3.00o D (feet) 5 8 3,000 D (fee,) 5 fi (feat) 5 fi j 4 U Q
F F F z
120 a 2,000 111 1.9 5.6 5 120 a 2,000 (1) 1.8 5.4 d 5 120 ~
120 a 2,000 (1) 1.8 5.6 5 a 2,000 (1) 1.8 SA 5 U _
y l,, ,,I 108 J (2) 2.1 6.3 4 (2) 2.1 6.3 1� (2) 2.1 6.3 4 108 (2) 2.1 8.3 4 p 42 ❑ 5p HW SCALE ENTRANCE t,p ,p
1.00f 1. Free UOQ rU Ka (31 2.2 6.6 3 4 108 Q (3) 2.2 6.6 3 (3) 2.2 6.6 3 4 Q (3) 2.2 fifi 3 4 p 60 D tt� f0
C K tpo0 'Din feet F (1) yl�aCwall W
98 1,000 -D In feM 86 J 1,000 'D in feat 1,000 'D In feel 3 9fi U 3 3fi 3p / ❑
F 3 3 88 U 800
U Boo 3 j Sao 3 ] 800 3 J ° < 33 t2) Mitaretlm 0.a
_ Q-89.95 CFS 8d fi00 0-27.10 CFS 84 fi00 Q-163.80 CFS O ° wnform mslope H 0.8
84 r 600 0-34.15 CFS Bd H 800 2 ro 2 2 ¢ Oa
Channel Design (Nan-Erodible) N 500 W 500 2 N N 500 N d5000 U 30 3) Prole 8n9 OB
W 400 2 W T2 400 2 2 °1 ]2 N 400 2 2 2 72 LL 2 2 K 27 1p
U ]2 W 300 2 U u 300 p Z 300 p U 300 O a S o.] 0.7 U U N
Channel Type: Triangular, Equal Side Slopes z 3 ,S z z 3 ,s z z 3 15 z z 3 15 ❑ 4 a °] J J O O M
Dimensions: Left Side Slope 2.00:1 a 200 ? ? - zoo ? - E0 - 2°° ? 200 1.5 6 N � O
p fi0 1.5 O EXAMPLE N ''S ,5 O �v �XAI.I� W 1 5 N
O PI F N +.S 1.5 p O EXAMPLE W 1 5 O S To use scale(2)ar(3)project
Right Side Slope 2.00:1 Ix +.d's.a=zo•Hwp z+ 4 nor¢ootellymawla(t),[non
C-5 Culvert Design g p r rj F sa w EE s4 os n n
s4 w r u �p r Iz w se sUaigm mcnned nne through os � (� � v) J
f.29'4.o=s.+6'HWD W N f00 W N 1W
w � 100 W W K 100 � � � � J ¢ � 3 D and G stelae,or reverse as p_g
SEE THE SEDCAD4 FLOW CALCULATIONS ¢ 49 2 8 ¢ 48 Q 18 illuatretetl. U U � "t Q a_ '-
Wetted Perimeter: 15.79 da x e a U a < y / ❑ c3 ❑ 2 O
(FILE NAME:PLANT AND CRUSHED ORE PAID yr.ac4) U y U ro ❑ U � U _ BD ..
Area Of Wetted Cross Section: 24.94 U 42 \ ❑ 50 HW SCALE ENTRANCE 1.0 1.0 w0 62 ❑ 5o HW SCALE ENTRANCE 1.0 ,.0 LLO 62 ❑ 50 HW BCA E FNfR CE TO le LLO 42 ❑ 0 tW SCALE ENTRANCE ,p °
O D TYPE I D TYPE 2 D TYPE S D TYPE 2 15 0 5 O
K 40 d ,.p IY 40 d N 40 / H W d0 d 1.0
Channel Slope: 0.5000 f 38 ° Heatlwall WO p.8 F 30 Headwall Q o F / (1) Heatlwall O 08 ° F Headwall 09 0 05
3fi 30 p
Mannln S n Of Channel: 0.0395 Q \ 2) MUeretl to 09 Q 33 MUeredm 0 0.9 Q 33 / (2) me.-to 0.8 33 0 z) Mieretlm 0.8 0 O
CHART 2 g 33 20 / oonmrmm MI p ❑ o.e 12 '• W O
zo comorm m elope ❑ zo 0 8 c«Iroml m elope p.6 z z Y W W z
S �onmrm to aiope a p.6 08 �o a oe 1
.6 ¢ o.e a HEADWATER DEPTH FOR
10.000 U 30 (3)� Prolecing Lj 30 (3) Prolectirg �i 0.a U 30 (3) P aja, O 0.9 U 30 (3) ProlecUng �iC.M.PIPE CULVERTS+eo Discharge: 89.95 cfs ❑ a °6 ❑ 2] ❑ ,p U, 2] w u`S 0a WITH IINLETCON CONTROL O < O W J
168 9,OW EXAMPLE K 27 to 10 (n Q W Q O W
(t) De th of Flow: 3.53 feet a i 7 a i 0.] 0.] a °' °] o e °] 0.7 J
156 S°00 p - 0.] ❑ 8 ❑ 8 FOR 0=13.99CFB,UVI LLB = Q U IY
D=36 io-(3.0 feet) 6 ❑ S ° 26 Z 26 0.7 Q 24 6 0.7 1-241NCH CMPS WITH 2.34'HWD � U C) (n 12 LL
50°0 G=88 X (2) Velocity: 3.61 fps < 24 6 0.] �¢ o.] a 6
� 6,000 N 8 N 5 N S To use scale 121 or(3)Protect
HW' HW (3) r� To use style(2)or(3)protect 5 To use scale(21 or(3)project , To use awle(21 or(3)pojed 2, FT.COVER.ORE LENT.PROVIDE MIN.1.0
132 (? 5 4 4 1, otelly W swle(1),[M1an
000 21 4 2.d0'HWp 21 hor¢oMelly to scale(1),[M1en 0.8
D (feat) 5 fi M1adwntellym wale(i),[M1en d ForizonUlly b scale(11.Uren p 6 O.fi
Channel Lining: Class B Rock Rip-Rap ae siralgM lndlned line UrouBM1 06 0.8 estreigMinclined line througM1 o8 esUaigMinclinetl line thro gn O.fi D and QigMinclined linethrougn O.fi
3 D and G stelae,or reverse as 3 D antl G stelae,or reverse as 18 illustrated. 0.8
1a inaavatatl. 2
a 2 pop (11 1.9 5.6 D antl G scales,ar reverse ea os
5 3 D and D awlea,or reverse as 0.6
(z) z., 6.3 Freeboard: 1.00 feet to illaavatea. °�6 ,e illaatratatl.
,OB J (3) 2.2 6.6 a 4 2 2
98 F '°°° 'Din feat 3 15 0.5 15 0.5 15 OS 15 0.5 0.5
3 WORST CASE PLANT AREA DIVERSION DITCH o 05 p5 +° 05 p5 05
84 � Epp Q-50.P CFS 10
ro 500 DETAIL(MAX.SLOPE SECTION)
ro qpp ,2 '2 12 HEADWATER DEPTH FOR 12 HEADWATER DEPTH FOR
w z HEADWATER DEPTH FOR g
72 p ���mt
N.T.S. C.M.PIPE CULVERTS C.M.PIPE CULVERTS C.M.PIPE CULVERTS C.M.PIPE CULVERTS C-25 Culvert CALC n
15 WITH INLET CONTROLSEETHESEDCAD4FLOW CALCULATIONS
WITH INLET CONTROL WITH INLET CONTROL sA WITH INLET CONTROL BDREA of PUBL°R1 ,SDAH,s6 (FILE NAME:SB-18 DURING MINING? BDREAc oFPLBLV Ronos.Arv.r. -.L..0 of PLeLCRoaos>nrvr " ' FOR Ill CFS,USE
60 200 ,5 FOR Q=27me CFS,USE
e O Pl F +.5 oy FOR Q=34.15 CFS,USE 9fi FOR Q=89.95 CFS,USE 1-301NCH CMPS WITH 3.15'HWD 1-601NCH CMP WITH 7.0'HWD
r 54 W 1481NCH CMPS WITH 2.48':HMW:IND2
1-081NCH CMPS WITH 5.16'HWD OR EQUIVALENT.PROVIDE MIN.1.25 OR EQUIVALENT.PROVIDE MIN.2.5
OR EQUIVALENT.PROVIDE .0 OR EQUIVALENT.PROVIDE MIN.2.0
CHART 2 Q
4a = 10o a FT.COVER. FT.COVER.
14.9 ft.
FT.COVER. FT.COVER.
U U ❑
_ N 60 HW ENTRANCE_ Z 0 y I., ,,l
K40 D 9lIRE TYPE F 1 f 1. Frel'U�QrU ,68 1000 E%AMPtE
(1) Heatlwall W 10 (�) Z
8,000
W 3fi 30 ❑ 08 1 1 t 156 UW p=3fi inches(3.0 feet) , I
33 (2) me.-to aA 2.72 I t' d4 d,0. 4=fifi ch (2) J iv
ozo wr t.MOPa o.e 2 2 32 w °� HW' HW (3) O
¢ 08 C-11 Culvert Design o (tea) 5 6 C
30 3) Proja""� C-9 Culvert Design C-10 Culvert Design C-16 Culvert Design 20 J V+ Q
❑ ¢ SEE THE SEDCAD4FLOW CALCULATIONS 2p00 Itl t.e 14 5
27 10 SEETHESEDCAD 4 FLOW CALCULATIONS SEE THE SEDCAD 4 FLOW CALCULATIONS SEETHESEDCAD 4 FLOW CALCULATIONS a (2) 2., a3
(FILE NAME:DA-74 ROAD CULVERT yr.srA)
Z� 6 0.7 [1,7 (FILE NAME:PLANT AND CRUSHED ORE PAD_25 yr.enl) (FILE NAME:DA-]i_25 yr.arA) (FILENAME WORST CASE HAUL ROAD DITCH_25 yr.srA) ,OB¢¢ 131 22 es
Q 24 0] BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH 98 iFew j `D In feet `
N 21 5 To use stele(2)or(3)prejac, 7 00 Z
4 hadmntallymswle(1),then O6 Channel Design (Non-Erodible) a PD G=]+eacps ' 1 Q
se siralght Ind..line Oro 1, 0.8 SW V 3 o and D awlas,or rezerae as �,6
CHART 2 ro JChannel Type: Triangular, Equal Side Slopes CHART2 CHART2 CHART2 w-72
doo
Dimensions: Left Side Slope 2.00:1 teo '°.°°° i6p 10.000 ,eo ,ap 10,00o Q w
C 10,00o z z 3 t
15 0.5 0.5 Right Side SOpe 2.00:1 188 8,000 EXAMPLE (t) 188 9,000 EXAMPLE (�) 188 8•°°0 EXAMPLE It) 188 8,000 EXAMPLE (�\ ❑^ 89 O 200 PIF ?.S ,� O
'0 0.5 156 6,000 D=36 in.M1es(3.0 feet) fi 156T 6,000 D=361ncnea(3.O feat) fi 156 5°0° D=3fi inches(3.0 feet) \\ 6 156 5' ° D=381ncnea(3.0 kM) 6 / w
O T 5,000 O=88 ds (2) 5.000 p=88 ck (2) 5.000 p=fifi cfs (2) T .°00 G=88 ck (2) LU
Wetted Perimeter: 12.18 " 6.000 6 fi 1. 4.oO0 5 6 144 4.000 5 g 1u d,Opp 5 6 J 2 /
12 IF— HW (3) HW' HW (3) HW' HW (3) HW' HW (3)
HEADWATER DEPTH FOR 132 U 3ppp 132 U 3,000 132 U 3,OOp 132 U 3.000
Area of Wetted Cross Section: 14.83 D 0eet) 5 6 D (feet) 5 fi D (feet) 5 6 D fee) 5 6 / O
C.M.PIPE CULVERTS o so - AIDE
+o
120 a 2,oW l l i.a SA 5 120 J 1 1:1 SA 5 120 i) 1.0 5.4 5 120 a 2,000 () 1.8 SA 5 O
WITH INLET CONTROL (zl za fi.3 4 a z'0°° O 4 a z.wo l 4 ' q w do ° rrPe ,o
„1A,r.F ,I6LlcR�..c.,LArv,>. Channel Slope: 2.0000 me me (z) a, fi.3 108 (zl za ea ,� (z) 2.2 6.6 � (,)
FOR 0=50.77CFS,USE P Q (3) 2.2 6.fi 3 4 Q (3) 2.2 6.fi 3 4 (3) 2.2 6.6 3 4 (3) 2.2 fifi 3 6 3fi 3p HeaEwall Q -
1-021NCHCMP WITH3.78'HWD Mannln s n Of Channel: 0.0395 R' K 9 1.Ooo 'Dlnfea+ 33
OR EQUIVALENT.PROVIDE MIN.1.5 9 98 F 3 98 9fi 3 zo tea oaa osope e
1,Opp 'D In feat H ,.Goo 'D In feet 3 9fi F 1,000 'D In feet 3 � O (2) w 00 09
FT.COVER. j EOo 3 = 8W 3 800 3 j E00 3 U 30 (3) roIM 9
Discharge: 89.94 cfs ea bop 0=33.]3 CF5 2 84 fi00 0-8.93 CF5 IY 86 N fi00 0-33.73 CFS 2 ¢ 7 e ] p1 09
N N 2 8a H Bo0 Q-25.81 CFS
Depth of Flow: 2.72 feet 4W ro 4W d soo 2 w
Velocity: 6.07 fps n m aoo 5 2 2 u ]z ro 300 o z 2 = 72 w 400 2 2 U ]z ro 300 _ 2 z F 4 6 .] LU
Zo U 1.5 Z U 300 p Z U ❑ 15 S -1e 121 or(3)XP..
Z i Z i Z U 1.5 Z 3 + ntell;m awls(t),tM1en 1 1 1
Channel Lining: Class B Rock Rip-Rap fi0 a 200 EXAMPLE s 5 6U 200 15 ? 200 ? 60 200 s re B8l"" "a;ro°" a ° 6 LU
Freeboard: 1.00 feet s4 w sa ll_ r +.5 S 80 Ix 5fi F 1s a �Iw:rdretGea"�
a, K O EXAMPLE N 1.5 1.5 K
f
W IY 1W W `.rl (; F a, a, 1.
48 = 1W 5 J 48 S J ¢ 100 49 2 Q 5 0.5 X5 O
f.f9'2.o-230'HWD , U
U N BD HW ENTRANCE Z U U BD 48 U a 1.18'25'=2.95'HWO ❑ to 1.p5�3.p 3.15H�Wp 1.0 0.5
w0 1.0 ""'"' O - 1 0 +.0 U o / 62 1.0 L �
p 10 HW ENTRANCE Z
42 50 SCALE 42SL' 50 SCALE 60 ❑ 50 tW SCALE ENTRANCE -
D TYKE O D TYPE S p HW ENTRgMEE 1.0 ,.p aE D TYKE
60 f +p IY 40 f +U O 42o So SCALE W 60 h +0 t2
W Ip Headw a w W dJ6' w 08 IY 4o D / HYPE F ,p .a HEADWATER DEPTH FOR _
❑ 3fi 30 (') H/a ❑ F 1 Heatlwall (1) Heatlwall �f
¢ 33 (z) Miteretlm °& ¢ 33 /) W 3a ❑ WITH IPNLET CONTROL
: (z) Miteretlm 0.8 W 3fi 30/ OIPE CULVERTS
(z) Miteredm 08 O
O 20 conform m slope f °6 20 form m slope H K 20 wnform m slope H O
¢ O8 O ¢ 0.8 Og ¢ (2) Mitered to W 0.9 ❑ ¢ OB 0.9
30 33 / 2° wnformmalopa F 3p BUREAU of auaLlc Honos l5rv +S FOR O=]1.48 CFS,USE
(3) ProlecUn9 30 a[3) Prolec8n9 ❑ / °.8 (3) ProlecUng
U ❑ O8 U ❑ 0.6 ¢ 0.8 U ❑ pg 1-021NCH CMP WITH 5.18'HWD
¢ 21 ,0 w 2] 0 / w U ° (3) Projecting 30 08 K 2T ,0 OR EQUIVALENT.PROVIDE MIN.2.0
Z� 6 0.] 0.] 2 0.7 p.7 E' 27 10 W O 8 07 0.] FT.COVER. Uj
Q 24 5 0.] 6 Z °.] 0.] F 6 0.] Q Cn Q
N To use scale(2)or(3)Project N / 5 To use style(2)or(3)project Q 6 0.] N 5 To use awls(2)or(3)project ■ Q
21 6 M1adwn,allym style(1),[M1en 0B 21 4 1, otelly to scela(1),[M1an 0.6 N 5 2' 4 hor¢o dytoswla(1),[M1en 0B W
sa atralght lnA'—line h-1, 0.6 a1"19MlWc dline through 0.6 2111 To use scale(2)m(3)projeM svaigMinclined line through O.fi
3 D and G awlea,or reverse as p g 3 Daand Q scales,or reverse as p 8 4 horizontally to scale(1),than p 6 3 ntl G scales,or reverse as o g
al mmdined lmamrou n o.6 18
a �/
18 2 illusa d. 18 2 illus[ratetl. 3 Daantl,.scales,or reverseae9 06 2 Illustratetl.
1e ilmatre,ea.
15 OS 0.5 15 OS U.5 2 15 0.5 OS
1.0 0.5 1� 0.5
0 0.5
15 05 OS
1z 10 0.5 t■t11�1i!!/1
2 HEADWATER C.M.PIPE CUULVERT OR HEADWATER IE CDEPTH ULVERTS R 12 HEADWATER C.MPIPE CULVERTS R HEADWATER C.M.PIPE CULVERTS R I hereby certify that this document was ,'� a 'iAR�•,��f
REA1OFPBBL11,ROADS IAN,,.o, WITH INLET CONTROL WITH INLET CONTROL WITH INLET CONTROL WITH INLET CONTROL prepared by me or under my direct personal
FOR Q=33.73 CFS,USE -9uc aonossnnl rea FOR Q=6.B3 CFS,USE auletAu uF vueue 11-1Arv.1 euHEAuoEPDeuc Ronos LArv-rea FORD=33.73CFS,USE , ' as 4 f
1-361NCH CMPS WITH 3.15'HWD a 1-i81NCH CMPS WITH 2.38'HWD 9fi3 FORA=25.81CFS,USE 1361NCH CMP WITH 3.15'HWD supervision and is correct to the best of my �" flI5rd�r4 �r
OR EQUIVALENT.PROVIDE MIN.1.5 OR EQUIVALENT.PROVIDE MIN.1.0 1-30 INCH CMP WITH 2.95'HWD OR EQUIVALENT.PROVIDE MIN.1.5 ` ..
FT.COVER. FT.COVER. OR EQUIVALENT.PROVIDE MIN.1.5 FT.COVER. knowledge and belief and that I am a duly SEAL
FT.COVER.
licensed Professional Engineer under the = 04 SHEET NUMBER
laws of the State Qf North Carolina. :clP
(Signature) �' rtV gIN ��,4�■`■�• 02CO-007
Date: 01/25/2023 '+►r i i t■■'

INSET L INSET M INSET N INSET O INSET P
C-14 Culvert Design C-15 Culvert Design
n c SK49 SK3�'I/ SEE THE SEDCAD 4 FLOW CALCULATIONS SEE THE SE CAD 4 FLOW CALCULATIONS
SK33D JK45 SK63 (FILE NAME:WORST CASE ROAD DITCH_26 yr.s ) (FILE NAME:WORST CASE HAUL ROAD DITCH_25
BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH T
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
WaterElev Storage AcreFt StorageCY StorageCF Storage GALLON AreaAcres Area S.F. 832.0 0.00 0.0 0.0 0.0 0.20 8897.3 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 791.0 0.00 0.0 0.0 0.0 0.17 7373.6
768.0 0.00 6.0 9.0 3.5 0.08 3507.7 806.0 0.00 0.0 0.0 0.0 0.03 1513.2 CHART 2 CHART 2
769.0 0.00 0.� 0.� 0.0 0.15 6750.8 768.0 0.07 116.3 3139.3 23483.5 0.08 3507.0 833.0 0.21 338.4 9138.0 68357.3 0.22 9680.2 792.0 0.17 281.E 7603.E 56879.1 0.19 8123.4 J
p 00 7440 68 MM 834.0 0.44 705.9 19058.7 142568.9 0.24 10463.7 807.0 0.04 61.0 1647.3 12322.6 0.04 1933.7 793.0 0.37 591.2 15962.3 119406.1 0.20 8883.4 10,000 10
Igo ,0.00g
770.0 0.1E 258.0 6964.8 52100.E 0.17 7440.0 769.0 Q.16 252.E 6819.2 51010.8 Q.V7 4052.7 808.0 0.09 138.5 3739.4 27972.4 0.06 2412.3 8,000 EXAMPLE (1) 68 g,000 EXAMPLE t
769.5 0.20 328.4 8865.5 66318.5 0.10 4334.7 g.000 D=a6inahea(3.o ea) 5g 6,000 ()
771.0 0.34 541.6 14622.8 109385.8 0.19 81M.1 soss o.11 1sa.o a966.7 371s3.8 0.0E z663.z SK38 �'T 5'°°° Q 66 a 2) T 5.°55 a=66iGaM1as(3.Oee) 6 (�)
3,000 HW HW 0 (36 132 4,000 g 6 ()
SK46 SK64 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 'p F o0o D (eai) 32 F o00 0 (", 5 36
SK41 a 2,000 n) 1.8 5.4 120 a °°° )
756.0 0.00 0.0 0.0 0.0 0.03 1180.8 z) zu 6.3 z) 2., 6.3 °
WaterElev Storage Ft Storage Storage Storage Area Area S.F. Water Elev Storage Ft Storage Storage Storage Area Area S.F. a) z.z g.g oe 3) z.z g.g 3 4
g g g g g g g g 757.0 0.03 47.9 1293.7 9677.3 0.04 1s51.5
WaterElev Storage AcreFt StorageCY Storage CF Storage GALLON AreaAcres Areas.F. gg F ,.000 •Dmraat g gg ,,000 •Dmra>1 g
768.0 0.00 0.0 0.0 0.0 0.03 1343.6 788.0 0.00 0.0 0.0 0.0 0.21 9119.5 758.0 0.07 109.8 2964.5 22176.3 0.04 1938.1 goo aoo
781.0 0.00 0.0 0.0 0.0 0.18 7970.1 J
769.0 0.03 54.9 1481.1 11079.E 0.04 1790.3 789.0 0.21 346.8 9363.8 70046.3 0.23 9908.9 g4 r goo a-zo2 crs g° fioo p=33.]3 CFS
782.0 0.19 303.5 8194.7 61300.8 0.20 8701.3 758.5 0.09 146.2 3946.5 29522.0 0.05 2140.9 y soo N soo
770.0 0.08 126.6 3418.0 25568.1 0.05 2272.3 790.0 0.45 722.9 19519.2 146013.5 0.25 10700.3 w ]2 °00 z 2 rzLU
SK39 aoo
782.5 0.29 465.5 12569.1 94023.1 0.21 9067.2 x LL
771.0 0.13 217.2 5865.0 43873.3 0.07 2834.0 z 300 s
U W 300 p
Z Z U = 15
SK42 SK65 0 0 20o g . 5 0 60 0 200 Pir 5 5
SK47 WaterElev Storage Acre Ft StorageCY Storage CF Storage GALLON AreaAcres Area S.F. sa w
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres AreaS.F.
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. 760.0 0.00 0.0 0.0 0.0 0.03 1414.3 as g o > 48 a 100
WaterElev Storage Storage StorageCF StorageGALLON AreaAcres Area S.F. 811.0 0.00 0.0 0.0 0.0 0.21 9118.0 761.0 0.04 56.8 1534.5 11478.7 0.04 1809.0 eo Hw ENTRANCE Z N go
789.0 0.00 0.0 0.0 0.0 0.20 8896.3 g g LLO 62 J 50 SCA E /- '0 '0 42 J 50 "W SCALE ENTRANCE Z TO 0
942.0 0.00 0.0 0.0 0.0 0.04 1798.3 812.0 0.21 346.8 9363.9 70047.0 0.23 9905.3 762.0 0.08 128.6 3471.9 25971.9 0.05 2223.1 no D Pi ° D
790.0 0.21 338.4 9138.0 68357.2 0.22 9674.7 „ Hall w 0 60 H>atlwail a o
843.0 0.04 71.4 1928.8 14428.3 0.05 2221.9 813.0 0.45 722.9 19519.3 146014.8 0.25 10695.4 762.5 0.11 170.2 4596.6 34385.1 0.06 2436.2 0
791.0 0.44 705.9 19058.5 142567.E 0.24 10456.7 Mne ed to z) w o wo
/ oe 2 oe
z) Miaea"
843.5 0.07 113.1 3053.4 22841.3 0.0E 2436.5 0 0 ama o w aiaPe a o.e o e o 33 0 w r0 ro aiOPa < 0 e 0 g
SK43 SK40 c5 0 / PaieGi g o o.e 30
(3) Prolecnn9 � O8
2 ° a a U
SK48 8 / a 2] o J
WaterElev Storage Acre Ft StorageCY Storage CIF Storage GALLON AreaAcres Area S.F. 4 07 8 4 6 ° W
WaterElev Storage AcreFt Storage CY Storage CIF Storage GALLON AreaAcres Area S.F. N s aaaaa ala(z)ar l3)gaiaG N s oaaaa ale lz)«(3)PoeG
WaterElev Storage Storage Storage Storage Area Area S.F. 764.0 0.00 0.0 0.0 0.0 0.03 1412.7 2, /
771.0 0.00 0.0 0.0 0.0 0.20 8898.9 g g g g haHm 1 W_I,(1),0e^ o.6 21 a hor.-Ily W male(,6[M1an
765.0 0.04 56.8 1534.5 11479.2 0.04 1810.E aigN inGinetl line M1mugM1 OB treigMin"linetl lineth ,
830.0 0.00 0.0 0.0 0.0 0.22 9571.8 / o a"a D acales,"r ra2araa as o g 3 Doom p a<aiaa.«ra2araa as g.g
772.0 0.21 338.5 9138.3 68358.9 0.22 9676.2 831.0 0.23 363.8 9823.2 73482.9 0.24 10381.7 766.0 0.08 128.6 3472.0 25972.7 0.05 2224.0 1. o-etaa. a 1I.M Wd. Q
773.0 0.44 705.9 19058.8 142569.7 0.24 10460.4
832.0 0.47 757.E 20456.5 153024.9 0.2E 11192.2 N
is 0.5 05 ,5 05 ' N
SK58 0 0.5 t° 0.5 0.5 N
SK44
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. 2 HEADWATER DEPTH FOR 12 HEADWATER DEPTH FOR '
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. C.M.PIPE CULVERTS C.M.PIPE CULVERTS Q
768.0 0.00 0.0 0.0 0.0 0.04 1810.9
751.0 0.00 0.0 0.0 0.0 0.21 9121.3 g°RgAUnrP"6LiS ROADS JAI WITH INLET CONTROL WITH INLET CONTROL Q
,_
762.0 0.21 346.8 9363.5 70043.5 0.23 9912.2 FOR O=].02 CFW WITH
I FOR 0=33.]3 CFS,USE
3.
769.0 0.04 71.7 1935.0 14474.5 0.05 2214.2 OR INCH CMPS WITH PROVIDE
HWD 361NCH CMPS WITH 3.15'HWD •
753.0 0.4E 722.9 19518.8 146010.9 0.25 10704.7 OR EOUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN,1.5
769.5 0.07 113.2 3055.7 22858.5 0.06 2422.7 FT.COVER. FT.COVER.
SK59
WaterElev Storage Acre Ft StorageCY Storage CF Storage GALLON AreaAcres Area S.F. >
755.0 0.00 0.0 0.0 0.0 0.03 1147.3
756.0 0.03 46.9 1265.2 9464.1 0.04 1531.2 T
757.0 0.07 108.2 2921.2 21851.9 0.04 1941.8 '
758.0 0.12 185.7 5013.3 37501.7 0.06 2421.8 L)
a)SK60 TC-2 Culvert Design �
TYP CLEAN WATER DIVERSION DETAIL
WaterElev Storage Acre Ft StorageCY Storage CF Storage GALLON AreaAcres Area S.F. (MIN.SLOPE SECTION)
761.0 0.00 0.0 0.0 0.0 0.03 1519.6 N.T.S.
762.0 0.04 61.0 1647.4 12323.3 0.04 1943.7 CHART 2
763.0 0.09 138.5 3739.5 27973.4 0.06 2422.5 �9.13 ft.� 1.0� Oft. Freeboard 10,000
763.5 0.11 184.0 4966.9 37154.8 0.06 2673.4 1.28 ft. �'T
g 5,000.000 EXAMPLE (1)
1 8.000 Q=fiiM1ea(3.O feat) g (z)
SK62 74,000 HW• HW 5 6 (3)
'2 ,32 U 3.000
W D (fAw 5
WaterElev Storage AcreFt StorageCY Storage CIF Storage GALLON AreaAcres Area S.F. 0 5 2,000 (1) 1.8 5.4 4 s
a z) 2.1 6a
780.0 0.00 0.0 0.0 0.0 0.21 9123.5 3 4
J
781.0 0.21 346.8 9363.8 70046.0 0.23 9909.7 1,000 --
Channel Channel Design (Non-Erodible) fioo 3
782.0 0.45 722.9 19519.2 146013.9 0.25 10702.8 64 goo a=2o.]tcFs
2
N Channel Type: Triangular, Equal Side Slopes w ]2 aoo z
900 900 ST-112 Dimensions: Left Side Slope 2.00:1 LL 300 s z
Right Side Slope 2.00:1 Z. U 15 m
PROPOSED GRADE WaterElev Storage AcreFt StorageCY Storage CF Storage GALLON AreaAcres Area S.F. o 0 20o EXAM
PLE N 1.5 ,
747.0 0.00 0.0 0.0 0.0 0.00 131.0
Area of Wetted Cross Section: 3.29
1% 1% - z Wetted Perimeter: 5.73
r sa w
�oolo y 49/ U) 748.0 0.00 6.0 162.0 1211.8 0.01 225.4 u d8 N 60
m 749.0 0.01 15.3 413.0 3089.6 0.01 313.2 Channel Slope: 0.5000 $ az 60 "W scA E ENTRANCE ? ,0 10
p' 40 D TYPE 2 ,.0,'25-253'HWO
750.0 0.02 28.1 758.2 5672.1 0.01 422.2 Manning's n of Channel: 0.0290 F „ Hatl w TO
Z751.0 0.03 45.1 1218.1 9112.4 0.01 548.7 a so (� naratl f" w o 0
800 - -- 800 Discharge: 8.22 cfs .5 comoaow aiwe W o.e
--- 4 752.0 0.04 67.0 1809.8 13538.1 0.02 710.0 a o.e
----- o Depth of Flow: 1.28 feet (3) Pmje w
_ 753.0 0.06 96.7 2612.2 19540.7 0.02 1007.4 o a o.e
Velocity: 2.50 fps 10
0 753.5 0.07 115.8 3127.4 23394.7 0.03 1170.8 o 8 M °7 o'
EXISTING GRADE- ' W Channel Lining: Class B Rip Rap 4 °7
o Freeboard: 1.00 feet y 21 ; 1"aaa"a1e(2)°r(3)Pra;-
armaouiiy f0 a"aia(+).maa
treigM1t indi -Ih-gl l °'6 0.g
3 Dsentl D Halos,«reverse es 0.6
ie inaava,etl.
700 700 s 0 os os
os
TYP TOPSOIL PILE FLU
Q+QQ 1+QQ 2+00 3+00 4+00 S+QQ 6+00 7+00 $+QQ 9+00 10+00 11+00 12+00 13+00 ME DETAIL(Min.Slope Section) TYP TOPSOIL PILE FLUME DETAIL(Max.Slope Section)N.T.S. N.T.S. HEADWATER DEPTH FOR
C.M.PIPE CULVERTS
WITH INLET CONTROL O
15.82 ft. - �15.29 ft.�j FOR p=zo c1=s,u ~
301NCH CMPS WITH 2.53'HWD LE z
f1 4g f f FT.
COVER.
PROVIVI DE MIN.1.25
1 1:o0ft. Freeboard 1 1 ft. Freeboard TYP CLEAN WATER DIVERSION DETAIL U
2 10.00 ft.� 2 10.00 ft.____� (MAX.SLOPE SECTION)
TOPSOIL STORAGE PILE CROSS SECTION G-G' N.T.S. o
Channel Design (Non-Erodible) Channel Design (Non-Erodible)
SCALE: 1"
= 100
Channel Type: Trapezoidal, E ual Side Slopes Channel Type: Trapezoidal, Equal Side Slopes 0
vP P q P �7.53 f en o
Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 .5 on
Right Side Slope 2.00:1 Right Side Slope 2.00:1 'j
Base Dimension: 10.00 Base Dimension: 10.00 1 1.00ft. Freeboard N >
0.88 ft.
Wetted Perimeter: 12.04 Wetted Perimeter: 11.44 2
Area of Wetted Cross Section: 4.98 Area of Wetted Cross Section: 3.42 �� UN E-RATE OF APPLICATION(1CGS aCle): N
N �
Channel Slope: 5.0000 Channel Slope: 50.0000 $a:o Wpheaom we m Loth mtm be coakwad tm-5=1=a ea=36=T.the-m•tl m boa Of=:t crow.:.apply..000-3.P7C bL am am O �
Manning's n of Channel: 0.0410 Manring's n of Channel: 0.0720 C,W:C-7CCli=Od wilt and 4•00D4.3%tOpi� s=fiiL•tLx=*jw4i..Rift 0:7�1•tilSCII 79CO�D.'�id����EQ vC Zroz= � N
Channel Design (Non-Erodible)
Discharge: 22.40 cfs Discharge: 22.40 cfs ladSed=x=Canal Ptmomll=dD*a.- %1==I-Chtpee6
Depth of Flow: 0.46 feet Depth of Flow: 0.32 feet O
: 4.50 fps Channel Type: Triangular, Equal Side Slopes
Velocity: P Velocity: 6.53 fps Dimensions: Left Side Slope 2.00:1 z
Channel Lining: CLASS 1 RIP RAP Channel Lining: CLASS 1 RIP RAP Right Side Slope 2.00:1 FERTILIZER-ANALYSISAN-)RATE OFAPPL:CAT7O0NIF0;3d>aere):
Freeboard: 1.00 feet Freeboard: 1.00 feet
Wetted Perimeter: 3.95 3a:iipphcaIIm aeYm.olsw::»b4cmdrmdbrrocs^a-.shcrrvc.m ioacf:e:sra�p.�r�101010pdoSty7i=
Area of Wetted Cross Section: 1.56 at';Y-:.000]b aao a:ub::tuz ar:r cils iaca2aac ado aad r� imt of app`s:aox*cetxiododbvello?SCDi<Q?tC hoL>oo
sai Sill Cmaa P.==sad D W-r-'-U=W-:*W 6
900 PROPOSED GRADE- 900 Channel slope: 6.600o z
Manning's n of Channel: 0.0390 SEED - Tl'PE{S) AND RATE(S) OF APPLICATION I CLLWO YEAR-ROL-NI) SEEDING J v o o �
�Q F- 1% 1% L Discharge: 8.22 cfs SCHEDME(poticdsacre):[NOTE:Iac:ude Lerlei] \ \ 1-- O
Q o \ Depth of Flow: 0.88 feet cn Un
F-O Q 10 SQo Velocity: 5.27 fps Seed T Dates: Sethi Rates: o O \ J
WORST CASE TOPSOIL PILE DIVERSION DITCH WORST CASE TOPSOIL PILE DIVERSION DITCH
Aert•a�t�t5ooi O O � 't Q a-
'�
LLI J Q DETAIL(MIN.SLOPE SECTION) DETAIL(MAX.SLOPE SECTION) Channel Lining: Class B Rip Rap yC ma, 310 TSr=6= 4516Lac� O
800 uJ2 y1olo ---------- - -- - ------ - N.T.S. N.T.S. CtlIbh=fecStn M=r.3Su(EL`aVt•111] T1tr:si161aa 20Am=0 o O
Freeboard: 00 feet - z
-,k - - -------- 8 0 0
o Z / �1 1.46 ft. i- ft.� '-=*Sapp%TO-%fz:h A••CW'R-'VFatt[EL -31] Fo6rcr�•:5-A==-:5 601bs ae* � z y w w Oz
1 /o-
1.00ft. Freeboard 1.00ft. Freeboard � O LL1 J
EXISTING GRADE- 1 ft. �a.ss�s.�wrW�cr�r..o[Ev,%A•ts1.7 xt1;F :� 'Sibz�. W < _ � Q o w
O W 2 2 1.8 ft. z Te•porrn Cesar Snd o o O o n
0_U
8.aaacp [l 1 S•AaEmt 15 1 10]bs as
O Q A=al-0 1 15 30 h%aa*
Channel Design (Non-Erodible) `�]
Channel Design (Non-Erodible)
700 ~LU 700 Channel Type: Triangular, Equal Side Slopes _NZ�2%C;D.,o%!-= 'Lt•3103.�y>titMpil*es=tat t��pdmpC>OdCaa:OlPria:ilOCaiCll Pe';�=a•
Channel Type: Triangular, Equal Side Slopes Dimensions: Left Side Slope 2.00:1Right Side Slope 2.00:1 �aodlr �ajlL:foodaaiealrEaasl�4L.I1tLwdffisanb�perrhswdi 'STS
0+00 1+00 2+00 3+00 (1)a 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 Dimensions: Left Side Slope 2.00:1
0�W Right Side Slope 2.00:1 Wetted Perimeter: 5.05
11_I0 Area of Wetted Cross Section: 2.55 n .V:•.♦ .�7[SAC$rlp<< Vim\-1111.%=s04m ccwo13nd1-L*ce C=mi 1.'sapw==@•"=td(-4:3
Q Wetted Perimeter: 8.35 :a nt1d1�:,,w=d pC,�Q�t cn�••,b�d taK TIxt wed=x Gm bt�cSt id Er=ONS'$tod:
z 0-1 Area of Wetted Cross Section: 6.9E Channel Slope: 20.0000
-O Channel Slope: 0.5000 Morning's n of Channel: 0.0480 A
Ill Manning's n of Channel: 0.0290 it a&a m�Opo Tba z=.s S1t:and fmt�LGv.te5 wro pow li
U Discharge: 22.40 cfs it
22.40 cfs Depth of Flow: 1.13 feet rr0tlt PpoC1l?•Scud Iaa sallilop:aDpv. Coo u:.ae Lhsd StaOnIa.=sdott:a�ica(!•..m..•.a.n•.� p Pat:
Depth of Flow: 1.87 feet Velocity: 8.80 fps ��yu sW)•bow.=-et:ilia=e sc�_'91 T�toad�emboFt_c1j� 4-=F.:•t.�,_�o*d: Q
TOPSOIL STORAGE PILE CROSS SECTION H-H' Velocity: 3.22 fps Z ? Z
Channel Lining: CLASS B RIP RAP •
Channel Lining: CLASS B RIP RAP Freeboard: 1.00 feet J
11 - 1 Freeboard: 1.00 feet p f�e SSLLSL\L rh Grp�Lf�ti\S�•]51•_'i::a=oop ti°pa na Li»�:Lai irs i•Y_ra=:•,v a:a cc%w
SCALE: 1 100 O Q
-
crop.�chtdLt ear�sa3c:: '.•�.,: )iod psrt�to�(1+��,..t.a>tPP}.bob��.�a:L�oe�r_• (/�
Utica n A 1I 0FAP1?t:CA31CN 0=iiIl a Jl210%MTFCV CF.4.z:-r_1L�: Z_ 'Q1
_ m ra v c x4ost z srr bs+.'»0 Ibt aaa Co In%-b=3 1 skp.tact n=t rogm»d Jz slop*%3 10r FW W-ncl J V Z
•••�•• _::ro4rod Rato of app;.catica socamodsd b5 s5o\C'JEQ E.-oum and Sod=sw Cord Pa==and Dv--p O
2 HORIZONTAL TO 1 VERTICAL OF FINAL SLOPES �1mi-Ckifer E L
FOR UNCONSOLIDATED MATERIAL. r
OTHER VEGETATWE COVERS - TYPE IS) ANT, RATE <,S) OF APPLICATION L�CUMING Q O J
SEED-NO SCiiEDULE(p uc&acre.trees acre.spacing of trees ibi0s.etc): V F_SAFETY BENCHES Z
1000 1000 �� Psma roe:aaeaoea ay pe_aYa ea¢bo sSa*d:=�C\3T Sood: -�o ae.�oiol ro:s:tee pssiY LU
- I - � �11 m TYP. 11 m TYP :'o`d� �
PROPOSED BACK ILL 12 o P.e;•ege:anon=dor refocestanac plan sppevs�edb}' _? > v,
�� ,,� Z
TYP. S:�arue 1""`���� Due 12-05-2' Z 7
74% --1.4 % 1.36% 3.36% o 30m TYP. �N-� DAVID H.WEST J
900 r 8 0.83/D 900 11 TYP Title SR.LANDSCAPE ARCHITECT:RLA NORTH CAROLINA 92078 O W
Azerr. HDR.INC. U W
Z Z 0 t�
LU 30m TYP. C . J
800 o 800 11 m TYP. LU V+
Q
ORIGINAL GROUND �s
a C� w
- I 0
titil Bill/1
I hereby certify that this document was � CAR��f�,
prepared by me or under my direct personal • - f,
700 700 supervision and is correct to the best of my ��� '�YsSrp; :J
knowledge and belief and that I am a duly
' �r Q v�•:�
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 g y SEAL
licensed Professional Engineer under the = - 20 = SHEET NUMBER
TYPICAL PIT CROSS SECTION fi tO r2(
laws of the State f North Carolina.
TYPICAL SOUTH PIT BACKFILL CROSS SECTION A-A' N.T.S. -� '31N `''• R �
Scale: 1" = 100' (Signature) � rtV 13• �` + 02CO-008
Date: 01/25/2023 ���►r r r l i t���'

LMM-RATE OF APPLICATION;tons acre):
INSET Q INSET R INSETS �d'�na w�caAarm t' �w m of '� 2 ;� �ix z
tom-w�ae�rod wtls and;.000.6.000 tom aaa m fao-xoc�od ailz Rxa cE;pivaxa:xacr9o8sdbrt>>•�Q?JC Ptos-0as
and Sd�t Ca&d P�=d Dr p N1=:W-Chsfaar 6 =
SK52 SK50 FERTILIZER-A-NALY•S.S AA'D RATE OF APPL:CAT70N(po;md>>c:e O J
SK55
WaterElev Storage Acrert Storage CY Storage CF Storage GALLON Area Acres Area S.F. Ba:o�phcahmaromso]stas27obicaodtrmdbr:t�sacaeCxs.2>�v�c.m gut::c::nz ::a1010-IO�adaiea3ate
WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON Area Acres AreaS.F. 855.0 0.00 0.0 0.0 0.0 0.20 8895.4
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. at�QC-:.CdO b asa a snbs tree od similr io r=x esio aa:ere Rxs cf .'x m we 4 bytla. �fCltsotioe
��• �Q•
865.0 0.00 0.0 0.0 0.0 0.11 4644.1 aai SG&=w Cmevz Wd 7v \:taml- 6
809.0 0.00 0.0 0.0 0.0 0.21 9119.9 856.0 0.21 338.4 9138.1 68358.1 0.22 9676.3E 'hapac
866.5 0.17 176.5 7465.3 55844.5 0.13 5517.7
810.0 0.21 346.8 9364.0 70047.3 0.23 9907.E 857.0 0.44 705.9 19058.7 142568.9 0.24 10459.4 866.5 0.17 276.5 7465.3 55844.5 0.13 5517.7
811.0 0.45 722.9 19519.4 146015.4 0.25 10701.8 SEED - TIW(S) AIIZ KAI OF APPLsCATION Z4CL=:C, YEAR-ROCI-D SEEDL;G
SK56
SK53 SK51 SCHEDULE(*ond&-Km):(IC ?ude Ler=e,] Q
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Seed T Seeding Dates: Seettiagg Rates:
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 855.0 0.00 0.0 0.0 0.0 0.20 8897.3 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. prralwmet Stttd
789.0 0.00 0.0 0.0 0.0 0.07 2976.4 856.0 0.21 338.4 9138.1 68358.0 0.22 9676.6 873.0 0.00 0.0 0.0 0.0 0.20 8898.1 NC Soap Slop.•�PLN.%h-3101 Ttisav�t =' b:aco
LU
790.0 0.07 116.3 3139.5 23485.1 0.08 3511.0 857.0 0.44 705.9 19058.7 142569.3 0.24 10459.8 \ae:n 1`11J Y for Srtp Nita:ifs=[MI2'Zt,•I:1) Tb:2U1b:z:t ::Ib:=a
791.0 0.16 252.6 6819.3 51012.2 0.09 4058.4 874.0 0.21 338.4 9138.1 68357.7 0.22 9673.5
SK54 Asa Sleep S opa\3 m:h.a.,.t Rvoiras s 1UM•:51 J Fobntr.% :'•.lr ::: b:aea
815.0 0.44 705.9 19058.7 142568.8 0.24 10458.4
SK57 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. -,W.*Sstp SLcpo\3 xtb Grata Ryo[EKI-NEX.1S :) kugit l i-Fobrasq:' Ibs aeo
WaterElev Storage Acre Ft'Storage CY Storage CF'Storage GALLON Area Acres Area S.F. 823.0 0.00 0.0 0.0 0.0 0.20 8899.9 TegsxarrCo,•etStud
771.0 0.00 0.0 0.0 0.0 0.19 8283.4 824.0 0.21 338.4 9137.9 68356.3 0.22 9678.6 Braamrap ms3ac T`114=-:`.--AZF ::' 10 bs ace
772.0 0.20 318.9 8611.2 64416.5 0.21 9349.2 825.0 0.44 705.9 19058.5 142567.5 0.24 10460.8 4-1-N-0 Pam A-4=1 1'-Fobr.$v 1` 30 bs ace
773.0 0.42 677.6 18296.0 136863.3 0.24 10424.0
` SM M=;�`1Q is a amp slope asr for t!r Abcb0oa ad Caaa1 PU=.-m=cEtiC 2jrs po:mua-
SK61 ftma&-aas pm-At food and cater Sa=%I&a.TbLs sad as can be Farc:z:ed'r-gym M'ST Sam Lu
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. \'=,*FJibaar ix See St__1os NEX t-EXIM-i III•.a 4m-;=cmItrol and x.wxaam=x V%a pa-= masd,v
763.0 0.00 0.0 0.0 0.0 0.03 1519.1 for c r w raj pc"jwxir bxb= m dar_-bad tiro: Tlat well=am be p=rbaeod free MN S I Sand: G
764.0 0.04 61.0 1647.5 12324.4 0.04 1942.5 ' N
CV
765.0 0.09 138.5 3739.7 27974.9 0.06 2422.4 M-.1a Smw Slem Sr= C:. Rve 13Mit-1911 is a ism rope sa Ila aatt•.n cut and fat qxo&-•tc:Wvo pot N
765.5 0.11 184.0 4967.1 37156.5 0.06 2673.2 loch t,poaA•fmmd as staap depot a t3a ouoam Lhrd Stan-7ac3sdm tid aefocat{!n•n...a.*ss� and
(t 1a94:,n•u u spp).bad o:=itch ato'sltaom spuwa.Ihx sad ma can bo ptrc aad Ssn EY`� Sood:
Q
«\ i eka+a G-1t�^f£1<4�f�•161•�n a cup sbpo I=e Uw t:wai ms anidt Pan n-a r.a cr.e
OV imlubt-:lasx::!:v.-jai i Jcd Pm#a Pas(!kull �•uu spp Wt of east h aea;oc r�asv
Iles sad mnc caa to psr-la.td from EL`:57 Sand:
IRI.CH-n E ACID ILAM OF APPL'C krCN goods azo)AeIC N TFIV OF AI ..'1L2, • >
.A;T:acoa t»at cf:rbw,r:cs•:r thaD be 4.0,X r s=a Ct Sass dam 3:s:cpi:.tads a xc regmnd Oa slopes 3 1 a Paetr.tam
,�'.�*^e::m4=d Rao of agF�scstxa sscamaodad to t6a\CDEQ tiC Esosim and 5danme Caatrd P..amnit and Doug ' T
S::ru:'Chspec 6 E2
U
a)OTHER ITUTATIIE COVERS - TYPE (S) AND RATE MOF APPLICATION DMUDII`G '
SEFDIG SCF n---bards acre_trees acre.spacing of trees.situ .etc):
P=sar roI a r .-e pcZ:=s=%ca;bo=:i a Isom ER` :So&&• '- r dis nK%==D&d taco fa Sir pattict
:aod xu
r ereretanon=d or reforestanoc F L=app.oved by:
Stti om llr !1u 12-0&21
pr=*-Me DAVID H.WEST
Title SR.LANDSCAPE ARCHITECT.RLA NORTH CAROLINA 42076
Ar•II HDR.INC.
Culverts for Screening Berms
TC-4 Culvert Design TC-3 Culvert Design C-20 thru C-23 C-26 Berm#6 Diversion Discharge to SK51 C-27 Berm#6 Diversion Discharge to SK51
SEE THE SEDCAD 4 FLOW CALCULATIONS
Flow Ba3ed On Worst Case G20 flow for Berm#]
(FILE NAMES:OA69 tUu DA108 preconstfuct_25 YR.BC4
DA109Ill.DA118 preconsitud_25 YR.s )
CHART2 CHART2 CHART2 CHART2 CHART2
0,000 1g0 10,000 10,000 iW 10,000 180 ig000
T 8,000 E AMPLE (,) T 8,000 E AMPLE BB 8.000 EXAMPLE BB 8,000 EXAMPLE 8'� EXAMPLE
156 I 6.9% ;56 I 6.9% %T t,, , T
t,, ,6ET
5,000 D=3fi Inches(3.0 teal) 6 2 5,000 D=3fi Inches(3.0 fast) 6 2 1% I 8.000 156 6000 156 6,000
D=66 cis I Q=66 cis I D=381ncM1es(3.0 kM) 8 0=36 incise l3.O feet) fi D=381n (30 feed 6
44 � 5 6 44 5 6 5.000 0=88 cfs (2) 5,000 °=Bg cfs t) 5,000 °=Bg cfs (2)
4,005 4,005 2
,32 W 3,00D HDW' HW (3) HDW' HW (3)
(lest) 6 132 W 3,005 1. 4,000 5 6 000 -
(feet) 6 HW' HW (3) 4000
120 B. 2,005 (1) 1.8 60 5 + U 3.000 ' HW' HW 5 6 t3E °
12) 2.1 8.3 120 d 2,005 12) 2.1 8.3 5 W D (feat) 5 8 132 U 3'0� D Ifeeil 5 6 132 U 3' HD lee)- HW5 5 136
4 F F U
12(1 J 2,000 (1) 1.8 5.4 5 +p LL 111 1.8 5.6 +p LL 2,000 (1) 1.8 5.4 5 1
100 (3) 2.2 0.8 3 4 100 (3) 2.2 0.8 3 4 4 1% BE (2) 2.1 8.3 ° 1% (21 2.1 6.3 1% l21 2.1 - ° W
gB H 1,000 •Dln 3 Sn F 1,000 'Din- 3 Q (3) 2.2 6.6 4 3 Q (3) Z.Z 6.6 3 6
j 000 j 000 3 % f 1,000 'Din.. 3 % F 1,000 'D In feet ° % F +•� 'D In feet 0
84 800 °=29.]4 CFS N 84 800 °=68.11 CFS j 800 3 B00 3 800 0 0
500 500 B6 f B00 Q-].8]CFS B6 N BUB Q-1.82 CFS B6 N BUB Q-4.94 CFS U
W 400 W 400 2 W 500 2 3 550 2 500 2
Z ]2 Z 300 3 1B 2 2 ]2 Z 3 0 = 1.5 2 ]2 u _ 2 2 T LL _ 2 2 LL 2 2
400 W °% W_ °%
Z 208 Z ❑ 300 ❑ ]2 U 3W ❑ 15 Z T2 U BOB3W ❑ 15 0
2 0 FxtXps/rF W 1.5 Z 200 ? Z 2W 2 Z 2
F Sd F Sd PLE 1.5 PLE 1.5 2W PLE 1.5
C 100 O O +5 O O 1.5 O 1.5 W
°8 $ / a J 48 $ ,e a u w � u Wo w u w o d
u rQn Bp H i> Q so HW z ae = too ae = ,00 < ae = 100 < .� 0
42 ❑ B0 O woe, ENT PNECE BE._ 10 t 0 LO 42 ❑ 50 p SCALE ENT PNECE _ 10 t 0 ] U 8 0 J N 0 J N ❑ Cn
W40 LLJ
F (1) Heatlwall Q (1) Heatlwall +'0 U _N
IJ / 1p 3B 30 Q LLp d2 ❑ 50 HW SCALE ENTRANCE 1.0 U p HW ENTRANCE 10 U p % HW ENTRANCE 10 f0 N
33 / 40 I2) wiMwmd to W 0.9 3 K 40 D TYPE d 1 0 62 50 SCALE 10 62 5p SCALE
p fo slope p.g _ 3 (2) Mitered to W B. F (1) Headwall 1�0 W. � D (1) HeadwalE LL 10 K � D TYPE
08 20 wnformtoslope p.g 0B 09 W I1j Headwall 0.
36 30 p % 30 p % 30 p
a ❑ a K 2 1B'O.B2'-O.BT HWO 1B'O.B2'-I.38'HWO N
30 (3) oleo 9 3 30 P) oleo 9 3 (2) MXered to 0.9 a 33 () MXered to a 33 (2) MXeredto 0 N
U ❑ U ❑ B. � 20 20 cotrform to slope 20 conform to slo F �
¢ c.Prf to slOPe H 0B 0.8 O a 0.0 0g O p�a OB 0.8
❑ 21 f0 W (( 21
0 0 2 0.] 0.] U 08 30 / ❑ OB ❑ OB Q 0.] � S 0.] � (3) Prolectitg �i U (3) Pmled n9 /�+ U 30 I3j Prolec� � � O
F ° B o.] a ° o.] it ] fo it 22 15 a n 15 i N
2 y 2 a o.] o.] 0 5 x o.] 0.] o B o.] e.]
Tn Li le(2)11(3)project To use scale(2)or(3)project ❑ 2 P4
21 4 hor ,BIlytoscale(,).then 21 horlmMMlytoscale(11.then Z 0.] Q B / 0.] Q 2d 0.T
atra19M InGined Ilne Mrou9h 8 0 6 e QI9[Ilesl ordreverse as9h toB
0B ~ 6 To use style 12)or(3)project N 5 To u le(2)ar(3)project N 5/ To use scale(2)ar(3)project
o:na D aoalaa,or.e.-eras as
18 IIIuaVeted. U.B a IIIusVatetl. U.9 W 21 4 horizontally to scale(1),then BB 41 how iallr..1(1),1M1en 0fi 21 d M1orimniallr to awls h).tM1en 06 Z
esttaight inclined line through O.fi 4 �se slreigM inclined line through OB / use atreigM inclined line through oB
3 us 18 IlDlusn S..las,orraversa ea 18 tlDlunrad..I_,orraverse as
D and Q scales,ar reverse ea 05 OB O.fi
19 ,Ilusvated.
15 0.5 05 5 05 2
+0 0.5 10 0.5
15 0.5 US 5 / 0.5 0.5 15 0.5 0.5
2 HEADWATER DEPTH FOR 12 HEADWATER DEPTH FOR 10 o, ° o.s +e B,
C.M.PIPE CULVERTS C.M.PIPE CULVERTS
WITH INLET CONTROL WITH INLET CONTROL L12
PD6LICROAOB�AN,� HEADWATER DEPTH FOR HEADWATER DEPTH FOR HEADWATER DEPTH FOR N Z
FOR Q=z9.]acps,usE 65R 3OFPe6ll`ROA�'"N 19 FOR Q=66.11cps,usE C.M.PIPE CULVERTS C.M.PIPE CULVERTS C.M.PIPE CULVERTS
1-301NCH CMP WITH 3.45'HWD 1-361NCH CMPS WITH 6.3'HWD U U N
OR EQUIVALENT.PROVIDE MIN.1.25 OR EQUIVALENT.PROVIDE MIN.1.50 BDREAD OF PUBLIC ROADBLAN,9 WITH INLET CONTROL BUREAU OF PUBLIC ROAD3,AN�, WITH INLET CONTROL -.F. .=r I_=..O_,.PN,3 WITH INLET CONTROL J � O O IT _
FT.COVER. FT.COVER. 3 FOR Q=T.B]CFS,USE 5 FOR Q=1.82 CFS,USE FOR Q=4.94 CFS,U8E W W (V = O ill
1-241NCH CMP WITH 1.54'HWD 1-121NCH CMP WITH 0.92'HWD 1-181NCH CMP WITH 1.38'HWD \ \ \ (n N
OR EQUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN.1.0 (n (n
Fr.COVER. FT.COVER. FT.COVER.
O O : Q a_
O
W L U O
Z Z LLI w Z
O O LLj J
(p Q LL F-- Q O LLL
w [if = Q O [if J
C�I 0 O 0 (n 12 LL
V
1000 1000 Z
0 3.51%-� - PROPOSED BACKFILL
68/0
Q Q
10.03%� Z
J V �
900 92°/° 900
� Sow z
z -- 1
Q ------------
SOD OLU
------ -----
W ------------------J 0
----- V
W
2 n Z
800 p°I 800 D
ORIGINAL GROUND
W
O w
2
700 700 Z Z
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 26+00 0 J
O
TYPICAL EAST PIT BACKFILL CROSS SECTION B-B' 0 (n W
Scale: 1" = 100' W Q o
0- 0
ttti111ilrj/
I hereby certify that this document was •CANp�'�,
prepared by me or under my direct personal • • f,
supervision and is correct to the best of my Q 'fl� SSrp'•• x :J
knowledge and belief and that I am a duly Mgt~•:�
SEAL
licensed Professional Engineer under the = tO SHEET NUMBER
laws of the State f North Carolina. :cl� P
(signature) 13
�` + 02CO-009
Date: 01/25/2023 '+►t i i t t,■■'

_ YVI
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SCALE 1 =100
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X8�8 \ _ _ V _ \ I I I \�\\ I SHEET NUMBER
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► 1 \ ��` '` - EMERGENCY SPILLWAY DETAIL
1 x CONCENTRATE ANT/CONVERSION PLANT LEVEL CONTROL SECTION
Old EYOR ACCESS ROAD NO. 1 Stage Storage Curve
CONVEYOR - N.T.S.
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x Z
s2o.00
1 - _
► - V ��� 58.47 ft. 0.8g22 fft ��
► DITCH NO.4b / 1 fi ft. Freeboard (O9 500)STRUCTURE 1 J
0
I \i -� M PRINCIPLE SPILLWAY 72" SQUARE 2 52.00 ft. - 2 Awl
818.00 CONCRETE RISER W/TRASH RACK / E ERGENCY SPILLWAY(817.88)
OUTLET PROTECTION AND 64 FT OF 36 IN. CMP
1 \ \ Channel Design (Non-Erodible) Channel Slope: 0.1000
NA 8 Manning's n of Channel: 0.0175
NC- P
POROUS BAFFLES (TYP.) SKIMMER Channel Type: Trapezoidal, Equal Side Slopes
�/ 816.00
\ I I ' , Dimensions: Left Side Slope 2.00:1 Discharge: 62.83 cfs W
CREST EL. 819.50 Right Side Slope 2.00:1 Depth of Flow: 0.62 feet PRIN IPAL SPILLWA (815.88)
► X \ \\ \ -------- -81� �� Base Dimension: 52.00 Velocity: 1.91 fps
EMERGENCY SPILLWAY 11z- //, - (�
��
Wetted Perimeter: 54.76 Channel Lining: Grouted Rock Rip Rap
L VEL CQNTROL SECTION EL. =817.88
Area of Wetted Cross Section: 32.88 Freeboard: 1.00 feet 814.00
1 EMERGENCY SPILLWAY -� Channel Design (Non-Erodible) CLEAN OUT LEVEL(813.2 ) Q
x CHUTE SECTION -�� EMERGENCY SPILLWAY DETAIL 0
► 4 �� �' CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes g
`-' � Dimensions: Left Side Slope 2.00:1 Skimmer Design -Sediment Basin 5B-10
1i BOTTUr M N.T.S. Right Side Slope 2.00:1 812.00
OF POND g p
1< EL. 810.0 Base Dimension: 20.00 Required Drawdown Time 3 days c14
I q
S E DRAIN o/ Drawdown Rate 51,840 cf/day
r � oo Wetted Perimeter: 20.76
24.68 ft. Area of Wetted Cross Section: 3.46 Skimmer Size 6 in
`Oo 17 ft Head on Skimmer 0.417 ft 810.00
I 1 0.
1 866. Freeboard Channel Slope: 50.0000 Calculated Orifice Size 3.404 in 0.00 0.90 1.80 2.70 3.60 4.50 Q
J FLUME Manning's n of Channel: 0.0175
/-Br o00 2 �� 20.00 ft. - 2 Orifice Diameter(1/4 inch increments) 2.75 in Accumulative Storage (Acre-Ft)
Discharge: 62.85 cfs Actual Dewatering Time 3.06 days
Depth of Flow: 0.17 feet � � >
1 Velocity: 18.18 fps Required Volume 34,516 cf Storage volume computations a
_ NORMAL POOL EL. 815.88
'
1 + - Channel Lining: Grouted Rock Rip Rap SB-10 ' m
I >F Freeboard: 1.00 feet
ou ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
50%CLEAN OUT EL. 813.29 5�� 900 900 (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
/ 50% CLEAN OUT EL. 813.29 812.00 N/A N/A 0.3722 0.3564 1.00 0.3507 0.6699 2.00
NORMAL POOL EL. 815.88 813.00 N/A N/A 0.4046 0.3884 1.00 0.3826 1.0525 3.00
y I I 850 Q25 HWD EL. 816.88 850 0.4094 0.29 0.1168 1.1693 3.29 z z z
/ LL
813.29 N/A N/A 0.4141 0.4213 0.71 0.2984 1.4677 4.00
j DELINE TED - _ OUTLET PROTECTION
CREST 819.50 SKIMMER 814.00 N/A N/A 0.4379
I WET ANDS - 0.4876 0.88 0.4291 2.3457 5.88
815.00 N/A N/A 0.4722 0.4550 1.00
\ 14 ft. 815.88 N/A N/A 0.5031 7F 7F 7F
A -----_- - _ - - - - _ _ _ _ _ _ _ _ _ 0.4897 0.12 0.0543 2.4000 6.00 w w w
• 816.00 N/A N/A 0.5073
21 0.5253 1.00 0.5189 2.9189 7.00
6 800 BOTTOM EL. 810.00 817.00 N/A N/A 0.5434 0
w w w
800 0.5596 0.88 0.4925 3.4114 7.88 Fn c) c) c)
I 817.88 N/A N/A 0.5759 0 0 0
818.00 N/A N/A 0.5803 0.5619 0.12 0.0627 3.4741 8.00 > v`''i v`''i v`''i
w w w
PRINCIPLE SPILLWAY CLASS B STONE 819.50 N/A N/A 0.6304 0.6054 1.50 0.9034 4.3775 9.50
72" SQUARE CONCRETE RISER N
I \ \ W/TRASH RACK AND 64 FT OF 36" CMP o N N
1 750 750 CUTOFF TRENCH
\ \ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 z N
EXISTING GROUND (ABUTMENTS)
SLOPE RAIN
Cross Section A-A'
a o Scale: 1" = 50' FILL MATERIAL
0
co 2' MAXIMUM IF NOT CUT TO BEDROCK
/ co CD
o o
O rn o SEDIMENT BASIN NO. 10 PRINCIPLE SPILLWAY
cp /rn N 900 900 1
Outflow 1
FLUME Total Discharge: 79.9200 cfs
\ ITCH NO. 26 I Water Surface Elevation: 816.88 ft
\ ►1 50% CLEAN OUT EL. 813.29 Tailwater Elevation: 0.00 ft 2
'� L
NORMAL POOL EL. 815.88 Detention Base Elevation: 0.00 ft SUITABLE EARTHEN MATERIAL
I 850 850
I I / Q25 HWD EL. 816.88 COMPACTED TO 95% OF STANDARD
----------
--- Outlet#1: Sediment Basin 10 Principle Spillway, Drop Pipe PROCTOR MAX. DRY DENSITY
PLAN VIEW : SEDIMENT BASIN NO. 10 21 Riser Top Elev: 815.88 ft WITHIN ±2% OPTIMUM MOISTURE
SCALE: 1" = 50' - .-- Riser Diameter:Riser Base 72 000 in
CONTENT
CREST 819.50 CUTOFF TRENCH DETAIL
14 FT ACCESS
800 BOTTOM EL. 810.00 CREST EL. 819.50 800 Orifice Coefficient: 0.50 N.T.S.
Weir Coefficient: 3.33
0+00 0+50 1+00 1+50 2+00 2+50 Culvert Length: 64.00 ft
Cross Section B-B' Culvert Diameter: 36.00 in
Culvert Invert In: 812.21 ft
Scale: 1" = 50' Culvert Friction Coefficient: 0.02
Culvert Entrance Loss Coefficient: 0.90 CD N o
WATER ENTRY UNIT U d
WITH TRASH SCREEN GENERAL NOTES: Discharge: 79.92 cfs z < N _o
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE w Q co Q
PIPE. RISER BUOYANCY CALCULATION o cn
m
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS INCORRECT z
00000000o CONDITIONSMWARRAOUNT ONT AM CHANGE. ODIFICATIONS MAY BE REQUIRED IF FIELD E. Demonstrate adequate stability by showing the downward force is a minimum of 1.25 z .. U o
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. times the upward force. \ Q w Q o w
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION w o = Q U o' J
INSTALLED. RISER DETAILS 14 ft. o Cn C_
ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE TRASH RACK Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
ONST NTAL TUBE WITH A DISCHARGE END OF THE PIPE. EL. 819.50
CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT SKIMMER +
MANNER. 1'FREEBOARD 72" Square Concrete Riser
MANNER. Height = Say 6'
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.817.88
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 Weight= 15,220 lb
NORMAL POOL EL. 815.88 ❑❑❑❑I0❑❑❑❑0�❑❑❑❑T 1'FREEBOARD MIN.
SCHEDULE 40 PVC PIPE _
(BARREL OR ARM) ARTHEN EMBANKMENT 2 2 Where:
MAXIMUM HEIGHT OF FLOAT WHEN NO EXISTING GRADE 1 1
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ARE
OPENINGS EXIST CONCRETE Riser Weight= 15,220 lb Q
LEXIBLE HOSE (MAJOR STORM EVENT) 50% CLEANOUT EL. 813.29 RISER \\ \ Z Z J
5.88 \\\\ \\ \ \\\\\\\\\� \\ \� \\ \� \\ \\ \\ \\ \\ \\ \\ \\ \\ \\\\\ \\ \ \ \ \ \\ \ \\ \ \ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete _ J Q
FLOAT 4' X 4'X 1' CLASS B STONE I� ------- ii � � � \ �\ \\
° 36" DIA BARREL CMP 3-
Wei Weight of Concrete Base - 7 ft x 7 ft x 0.5 ft x 150 Ib/ft - 3675 lb O W
_ INVERT OF LOWEST STORM 1 r ° ° 9 - ( )
=III=II WATER DISCHARGE OPENING PVC VENT --d ---�- ° ° - °� �\ \\\\\ \\\ \\ \\ \\ \\ \\
\ \ \ \ \\\\ \\\\\\\\\ e \� \� �� \ \��\� \� \�N\\�\\ \\ \��\� \ Structure Weight = 15,220 lb + 3675 lb = 18895 lb Z Q 0
HIIH II GRATE (MINOR STORM EVENT) PIPE ° ° ----- - -
TO P VIEW I "-I!J- _ FLEXIBLE HOSE MUST BE LOAT BOTTOM OF POND EL. 810.00 4 ° d ° ° ° ° ° J V LLI
' ' SECURELY FASTENED TO d a° ° Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 O = Z J
VC VENT PIPE I ; STORM WATER ; THE WATER QUALITY °
� DISCHARGE � ° d ° � STABILIZED OUTLET � ~ LL
DISCHARGE OPENING ANTI-FLOTATION RISER FILL CUT OFF TRENCH Buoyancy = 216 ft3 x 62.4 Ib/ft3= 13,478.4 Ib Z
OPENING ANTI-FLOTATION BLOCK (IF APPLICABLE) Q - O
(IF APPLICABLE) ELEVATION VIEW V Q 0)
OUTLET PIPE � Z - N.T.S. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) C Z Q a C
- 18895 lb > 13,478.4 lb x 1.25 � � �
--- _ LEXIBLE HOSE 18895 lb > 16,848 lb � F Z
_ L = 1.4 X DEPTH I--- Z W a
? H
I- TO THE OVERFLOW 72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE)
% , i I- MINIMUM LENGTH APPLIES
WATER ENTRY UNIT ! I °
n SCHEDULE 40 PVC PIPE d O LU
II (BARREL OR ARM) NOTES H V Q
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1. Portland cement concrete (type II recommended)for the inlet base O Z Z
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ _ _ - ° ° ° shall have a minimum compressive strength of 4,000 psi.
MINIMIZE CHANCE OF °° 2. Where corrugated aluminum or aluminized steel pipe is used, all Q
(NO SCALE) SKIMMER BECOMING STUCK ° d \\\\�\�\ �\ areas where the pipe is to be in contact with concrete shall be painted with L J
DRAWN BY T. R. EVANS 10/10 � � W l A
i
a black bituminous enamel paint. a
FAIRCLOTH SKIMMER"' DISCHARGE DISCHARGE SYSTEM WITH OUTLET W FAIRCLOTH & SON INC.. ° 6'0' 7'-0"
W.FAIRCLOTHSKIMMER.COM
TELEPHONE: [phone]
STRUCTURE FAX: [phone]
EMAIL: WARREN C� ° ` I hereby certify that document was
y,*' OA��I ,�
•,��
OFAI DFAI RCLOTHSKIMMER.COM d ° t this
BARREL CMP prepared by me or under my direct personal ±` ssraZx
d ° supervision and is correct to the best of my
knowledge and belief and that I am a duly SEAL v� =-7
licensed Professional Engineer under the - - q4 20 SHEET NUMBER
laws of the State f North Carolina. �c ��. �►:
PLAN VIEW
(Signature)
,,,
Date: 01/25/2023 r���<<■■' 02C0 D005
N.T.S.

852
Stage Storage Curve
♦ / / � � EMERGENCY SPI �EWAY DETAIL s6-17 � �
♦ EMERGENCY SPILLWAY DETAIL T
/ LEVEL CONTROL SECTION C H U T E SECTION 854.00 TOP OF STRUCTURE
N.T.S. (854.00) _
� N.T.S.
0 J
EMERGENC SPILLWAY(852.30) C
X /
852.00
26.81 ft. 19.98 ft.
♦♦ x �.70
.00ft. Freeboard ((�� 4 f .
1 1 1 1 .�Oft. Freeboard
NAD- 3 J CREST OF POND ft.
NC-S CS ♦♦ EL. 854.00 2 Ire 20.00 ft. - 2 2 15.00 ft. 2 uj
♦ I / 850.00 PRINCIPAL SPILLWAY(850.30)
♦♦ 50%CLEAN OUT EL. 848.39 Channel Design (Non-Erodible) Channel Design (Non-Erodible)
♦♦ ( CLEAN OUT LEVEL(848.39) ►
♦ ♦ / Channel Type: Trapezoidal, Equal Side Slopes Channel Type: Trapezoidal, Equal Side Slopes 848.00 Lu
OUTLET PROTECTION ♦♦ ♦ Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1
♦♦♦ \ Right Side Slope 2.00:1 Right Side Slope 2.00:1
NORMAL POOL EL. 850.30 Base Dimension: 20.00 Base Dimension: 15.00 p
_ \ '
CIS \ Wetted Perimeter: 23.14 Wetted Perimeter: 16.09 0
�
/ oo SKIMMER \ Area of Wetted Cross Section: 15.01 Area of Wetted Cross Section: 3.78 846.00
p 40
' (nI / .• x 0
♦ \ Channel Slope: 0.1000 Channel Slope: 6.1200 0.00 0.40 0.80 1.20 1.60 2.00 0)EMERGENCY SPILLWAY q, ♦
LEVEL CONTROL SECTION EL.=852.30 / Wy / A' Manning's n of Channel: 0.0175 Manning's n of Channel: 0.01 75 •
/ r,`s ♦ \ Accumulative Storage (Acre-Ft)
Discharge: 30.22 cfs Discharge: 30.22 cfs
I I / ♦♦ BOTTOM OF POND EL. 846.00 Depth of Flow: 0.70 feet Depth of Flow: 0.24 feet
j '
Q
PRINCIPLE SPILLWAY 72 SQUARE ----B66 Velocity: 2.01 fps Velocity: 8.00 fps Storage volume computations
CONCRETE RISER W/TRASH RACK / �_ a
Channel Lining: Grouted Rock Rip Rap Channel Lining: Grouted Rock Rip Rap N
AND 304 FT OF 30 IN. CMP / SB-17
Q) I / 1 POROUS BAFFLES (TYP.)868- Freeboard: 1 .00 feet Freeboard: 1.00 feet ' m
/ I ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
/ SLOPE DRAIN
/ WATER ENTRY UNIT (ft) (ft) (ft) (ac) AREA (ft) (ac ft) STORAGE INTERVAL
WITH TRASH SCREEN GENERAL NOTES: (ac) (ac-ft) (ft)
/ R / 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
DITCH DA-86\ PIPE./ 846.00 N/A N/A 0.1480 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 0.1579 1.00 0.1541 0.1541 1.00
/ CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 847.00 N/A N/A 0.1678
/ / o0000000o CONDITIONS WARRANT A CHANGE. 848.00 N/A N/A 0.1879 0.1778 1.00 0.1741 0.3282 2.00
�♦ \ F \ \ ° 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 848.39 N/A N/A 0.1960 0.1920 0.39 0.0753 0.4034 2.39
/ / ♦♦ 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION 0.1983 0.61 0.1190 0.5225 3.00
/ F INSTALLED. 849.00 N/A N/A 0.2086
0� �♦ \ F ORIFICE OPENING INSIDE THE 0.2193 1.00 0.2152 0.7377 4.00 z z z
♦ 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE 850.00 N/A N/A 0.2300 w w w
/ / / B ♦♦ \ / ORIZONTAL TUBE WITH A
/ Q� ♦♦ \ \ / DISCHARGE END OF THE/ PIPE. 0.2333 0.30 0.0700 0.8077 4.30 0 0 0
CONSTANT HYDRAULIC HEAD 850.30 N/A N/A 0.2366 0 0 0/ 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 0.2410 0.70 0.1669 0.9746 5.00
851.00 N/A N/A 0.2521
/ ♦ F MANNER. 2337 6.00 2592 1 00 0 2634 1
/ . . .7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 852.00 N/A N/A 0.2748 0.
/ CLEAN WATER DIVERSION ♦� \ F \ \ F - E SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. 852.30 N/A N/A 0.2818 0.2783 0.30 0.0835 1.3172 6.30 0 0 0
/ ♦♦ 0.2865 0.70 0.1987 1.5159 7.00
SCHEDULE 40 PVC PIPE 85 .00 N/A N/A 0. 83
BARREL OR ARM)) 854.00 N/A N/A 0.3131 87
� ♦♦♦ � \ ARTHEN EMBANKMENT 0.3085 1.00 0.3062 1.8221 8.00
/
MAXIMUM HEIGHT OF FLOAT WHEN NO♦♦ MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
i ♦ \ MAJOR STORM EVENT N
/ ____-- -� ♦ F LEXIBLE HOSE ( )
° N o
FLOAT o N N
PLAN VIEW : SEDIMENT BASIN NO. 17
SCALE: 1" - 50' - INVERT OF LOWEST STORM PVC
GRATE WATER DISCHARGE OPENING PPE VENT SEDIMENT BASIN NO. 17 PRINCIPLE SPILLWAY z N M
H (MINOR STORM EVENT)
-I LOAT Outflow
950 950 TOP VIEW �� I _ FLEXIBLE HOSE MUST BE Total Discharge: 34.9664 cfs
SECURELY FASTENED TO Skimmer Design-Sediment Basin SB-17 Water Surface Elevation: 851.30 ft
�VC VENT PIPE I STORM WATER g
THE WATER QUALITY
DISCHARGE DISCHARGE OPENING
OPENING Detention Elevation:lwater 0 0 ft
t ntion Base ft
0.00'
Required Drawdown Time 3 days
_ OUTLET PIPE--, r _ Drawdown Rate 20,109 cf/day Outlet#1: SEDIMENT BASIN 17, Drop Pipe
900 50% CLEAN OUT EL. 848.39 900 ; - Riser Top Elev: 850.30 ft
Skimmer Size 4 in Riser Base Elev: 846.00 ft
OUTLET PROTECTION _
Q25 HWD EL. 851.30 NORMAL POOL EL. 850.30 = LEXIBLE HOSE Head on Skimmer 0.333 ft Riser Length: 72.00 in
_ H L = 1.4 X DEPTH
�- TO THE OVERFLOW Calculated Orifice Size 2.242 in Riser Width: 72.00 in
SKIMMER Orifice Coefficient: 0.50
EXISTING GROUND MINIMUM LENGTH APPLIES Orifice Diameter(1/4 inch increments) 2 in Weir Coefficient: 3.33
EST 854.0 WATER ENTRY UNIT /. --- Actual DewateringTime 3.38 days Culvert Length: 304.00 ft
85 850 N
SCHEDULE 40 PVC PIPE Culvert Diameter: 30.00 in
U (BARREL OR ARM)
° Culvert Invert In: 847.50 ft
q BOTTOM EL. 846.0 = _ _ _ -� I Re uired Volume 18,036 cf
PRINCIPAL SPILLWAY - Culvert Friction Coefficient: 0.02
72" SQUARE CONCRETE RISER END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - _ _ - Culvert Entrance Loss Coefficient: 0.90
W/ TRASH RACK AND 304 FT OF 30 IN CMP CLASS B STONE (NO SCALE) MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK Discharge: 34.97 cfs
DRAWN BY T. R. EVANS 10/10
800 800 J. W. FAIRCLOTH & SON INC.
' ::::
EAIRCEOTH SKIMMER® DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM
0+00 0+50 1+00 1+50 � 2+50 3+00 3+50 4+00
STRUCTURE TELEPHONE: [phone]
FAX: [phone] 0
Cross Section A-A' EMAIL: WARRENC�FAIRCLOTHSKIMMER.COM O= J
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Scale: 1" = 50' z <
w Q � � Q
RISER DETAILS 14ft. o
TRASH RACK RISER BUOYANCY CALCULATION o U 0
900 50% CLEAN OUT EL. 848.39 900 EL. 854.00 z z w
SKIMMER w w z
1'FREEBOARD Demonstrate adequate y y g w � = Q a � J
Q25 HWD EL. 851.30 quate stabilit b showing the downward force is a minimum of 1.25
NORMAL POOL EL. 850.30 0❑❑❑❑00❑❑❑❑00❑❑❑❑L o o o U 2_ �
EXISTING GROUND ❑❑❑❑�0❑❑❑❑01❑❑❑❑� + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.852.30 times the upward force.
NORMAL POOL EL. 850.30 _ ❑❑❑❑�0❑❑❑❑0�❑❑❑❑0 1'FREEBOARD MIN.
2 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
-----------
850 CREST 85 20 ft. _ 850 EXISTING GRADE 1 1
72" Square Concrete Riser
2 21 50% CLEANOUT EL. 848.39 Height = Say 4'
BOTTOM EL. \\ \\ \ \ \ \ \ \\ \ \� \� \ \� \ Weight= 11,320 lb
= 846.0 72"SQUARE \ \ \ \\\ \\ \\\\\\ \\ \\\\ \\\\ \\ \\\ \ \ \ \\\ \\\ \ \
4'X 4'X V CLASS B STONE j CONCRETE a
RISER 30" DIA BARREL CMP' \ \ \ \ \ \ \ \ \\ \� Where: V
1' 4.00'
Z J
Riser Weight= 11,320 lb Z
0+00 0+50 1+00 ::0 2+00 2+50 3+00 3+50 ° a
BOTTOM OF POND EL. 846.00 d ° d �° a Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete Cl)
Cross Section B-B' ° ` ° d° ° Q ti W
STABILIZED OUTLET Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 lb/ft' = 3675 lb Z Q Q
Scale: 1" = 50'
ELEVATION VIEW ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH
Structure Weight= 11,320 lb + 3675 lb = 14995 lb J V 0 LU
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N.T.S. _
Z
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft' ~ Z LL
Buoyancy = 144 ft'x 62.4 Ib/ft3= 8985 lb V O
72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) Z m a
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) _ 0
�CUTOFF TRENCH Y ° , Po �
° a d 14995 lb > 8985 lb x 1.25 = Z Z Q
EXISTING GROUND (ABUTMENTS) ° a ° 14995 Ib > 11,231 lb = LLI
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FILL MATERIAL ° a V o W
2' MAXIMUM IF NOT CUT TO BEDROCK \�\\\�\�\\ \� NOTES Z Z L '
6'-0" 7'-0" 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressiv Z
1 ° strength of 4,000 psi. O a
\ �\ \\� g p 0 J
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in cont LU a a
concrete shall be painted with a black bituminous enamel paint. a 0
BARREL CMP
2'
d ° a
SUITABLE EARTHEN MATERIAL < ' ° ° a ° d ° ° �1�• ,�10
d d d I hereby certify that this document was
COMPACTED TO 95% OF STANDARD ° a a° prepared by me or under my direct personal ,
PROCTOR MAX. DRY DENSITY v .
supervision and is correct to the best of my Q ;•flFSrp ,.r i
WITHIN ±2% OPTIMUM MOISTURE knowledge and belief and that I am a duly SEAL
PLAN VIEW licensed Professional Engineer under the s ct* SHEET NUMBER
CUTOFF TRENCH DETAIL CONTENT g� - o sue.'�►:N.T.S. laws of the State of North Carolina.
N.T.S.
(Signature)
Date: 01/25/2023 ���►rii �t���' 02CO-DO06

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goo A / /l Stage Storage Curve
EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 8
FLUME ,� / LEVEL CONTROL SECTION 880.00
/ TOP OF STRUCT RE
(880.00)
$80 (C DITCH NO.11 N.T.S. 879.00 Z Z F_
_
880 ACCESS ROAD �EMERGENCYSPII.LWAY(878.45) rJ
/le 56.1896 878.00 \
WASTE ROCK PILE � A- PRINCIPALSPILLWAY(877.45
ACCESS ROAD le � /le 1 \� / 11 � ft. Freeboard
877.00
SLOPE DRAIN
2
2 U j 876.00
ft
\ 50.00 . �
SPCS Uj
SKIMMER le �-
PRINCIPLE SPILLWAY 72" SQUARE ♦ Channel Design (Non-Erodible) Wetted Perimeter: 52.45 Discharge: 49.39 cfs o 875.00
CONCRETE RISER W/TRASH RACK Area of Wetted Cross Section: 27.97 Depth of Flow: 0.55 feet >
BOTTOM OF POND AND 46 FT OF 30 IN. CMP Channel Type: Trapezoidal, Equal Side Slopes Velocity: 1.77 fps w 874.00OUT LEVEL(874 26)
� EL.870.00 tJ / -.�-_ , / ♦�/ Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000
B `, Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap
♦��_ Base Dimension: 50.00 Freeboard: 1.00 feet 873.00
POROUS BAFFLES (TYP.) 1 k yes .0
'I� 872.00
f// / EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible)
00 ♦ ♦ SEDIMENT BASIN NO. 8 PRINCIPLE SPILLWAY 871.00 a
CREST EI„880. .__. ♦
--' ♦ T-105
CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
"' "' ♦ N.T.S. Dimensions: Left Side Slope 2.00:1
Outflow
SLOPE DRAIN Right Side Slope 2.00:1 870.00
ACCESS ROAD `'_= =_' Base Dimension: 20.0o Total Discharge: 50.3563 cfs 0.00 0.80 1.60 2.40 3.20 4.00 4.80 �
-"--"- "-"- ♦'I` OUTLET PROTECTION / a,
Water Surface Elevation: 878.45 ft
24.5884 Wetted Perimeter: 20.66 Tailwater Elevation: 0.00 ft Accumulative Storage (Acre-Ft)
ft
-"- Area of Wetted Cross Section: 2.99 Detention Base Elevation: 0.00
X
50%CLEAN OUT EL. 874.26 (� - X
_ _ j Channel Slope: 50.0000 Outlet#1: Sediment Basin 8 Principle Spillway, Drop Pipe Storage volume computations Q
x P
MINE PERMIT BOUNDARY 0.1 t Manning's n of Channel: 0.0175 Riser Top Elev: 877.45 ft
NORMAL POOL EL. 877.45' - / 55 ff
1 1 1.00ft. Freeboard Discharge:e: 49.36 cfs Riser Base Elev: 870.00 ft SEDIMENT BASIN N0.8 a
_ VEGETATED EXIT CHANNEL g
/ Riser Diameter: 72.00 in a�
2 2 Depth of Flow: 0.15 feet 73
20.00 ft. - Orifice Coefficient: 0.50 ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE ' m
Velocity: 16.53 fps
/ Weir Coefficient: 3.33 (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
EMERGENCY SPILLWAY Channel Lining: Grouted Rock Rip Rap Culvert Length: 46.00 ft (ac) (ac
EMERGENCY SPILLWAY J CHUTE SECTION / Freeboard: 1.00 feet Culvert Diameter: 30.00 in
..LEVEL CONTROL SECTION EL 87845 / 870.00 N/A N/A 0.2648
j Culvert Invert In: 874.62 ft 0.2785 1.00 0.2734 0.2734 1.00
\ Culvert Friction Coefficient: 0.02 871.00 N/A N/A 0.2922 0.3058 1.00 0.3008 0.5742 2.00
Culvert Entrance Loss Coefficient: 0.90 872.00 N/A N/A 0.3194 0.3333 1.00 0.3283 0.9025 3.00
PLAN VIEW : SEDIMENT BASIN NO. 8 WATER ENTRY UNIT 873.00 N/A N/A 0.3473 0.3616 1.00 0.3564 1.2589 4.00
WITH TRASH SCREEN GENERAL NOTES: 874.00 N/A N/A 0.3759
SCALE: 1" = 50' 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE Discharge: 50.36 cfs 874.26 N/A N/A 0.3836 0.3797 0.26 0.0988 1.3577 4.26 z z z
PIPE. 875.00 N/A N/A 0.4053 0.3906 0.74 0.2864 1.6442 5.00 w w w
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 0.4203 1.00 0.4148 2.0590 6.00 >
876.00 N/A N/A 0.4354 0 0 0
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD U U U
00000000o CONDITIONS WARRANT A CHANGE. 877.00 N/A N/A 0.4660 0.4507 1.00 0.4451 2.5041 7.00
45 7170 7 2129 2 45 0 4731 0. . . . J J J
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 877.45 N/A N/A 0.4801 0. �
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION 878.00 N/A N/A 0.4974 0.4817 0.55 0.2631 2.9801 8.00 0 0 0
INSTALLED. 0.5040 0.45 0.2268 3.2069 8.45
ORIFICE OPENING INSIDE THE 878.45 N/A N/A 0.5107
L ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE Skimmer Design-Sediment Basin SB-8 0.5269 1.55 0.8212 4.0282 10.00 ° o 0 0
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. 880.00 N/A N/A 0.5564 L
50% CLEAN OUT EL. 874.26 SKIMMER 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT ° -> -> ->
� MANNER. Required Drawdown Time 3 days
F- FUTURE 20 FT. BENCH NORMAL POOL EL. 877.45 m e 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT qN
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. N
900 I Q25 HWD EL. 878.45 25 ft. E 900 Drawdown Rate 20,109 cf/day
SCHEDULE 40 PVC PIPE o N
m ARTHEN EMBANKMENT Skimmer Size 4 in o N N
IL (BARREL OR ARM)
itMAXIMUM HEIGHT OF FLOAT WHEN NO Head on Skimmer 0.333 ft
--�_ -- - -- 14ft.CREST880.0 MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE z N
- OPENINGS EXIST Calculated Orifice Size 2.242 in
2'7 2• 1 ° 1% (MAJOR STORM EVENT)
LEXIBLE HOSE Orifice Diameter(1/4 inch increments) 2.25 in
BOTTO EL. 870.0
850 OUTLET PROTECTION 850 FLOAT Actual DewateringTime 3.04 days
I CLASS B STONE (SEE SHEET 34 OF 34) -
-- _ INVERT OF LOWEST STORM PVC VENT
14 FT ACCESS RD. -III- I GRATE WATER DISCHARGE OPENING PIPE Required Volume 20,520 cf
CHANNEL HMI± H (MINOR STORM EVENT)
I
EXISTING GROUND TOP VIEW 11 FLOAT
-m-UTILIPPI _ . . FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO
800 800 VC VENT PIPE STORM WATER Channel Design (Non-Erodible)
THE WATER QUALITY
0+00 0+50 1+00 1+50 2+00 2+50 3+00 I DISCHARGE DISCHARGE OPENING EXIT CHANNEL DETAIL
OPENING Channel Type: Trapezoidal, Equal Side Slope
PRINCIPLE SPILLWAY N.T.S. Dimensions: Left Side Slope 2.00:1
Cross Section A-A 72" SQUARE CONCRETE RISER OUTLET PIPE �__ _ Right Side Slope 2.00:1
Scale: 1" = 50' W/TRASH RACK AND 46' FT OF 30" CMP - Base Dimension: 20.00
= ' - LEXIBLE HOSE
H L = 1.4 X DEPTH 26.3152 Wetted Perimeter: 22.59
�- TO THE OVERFLOW � 0y� t Area of Wetted Cross Section: 12.25
�- MINIMUM LENGTH APPLIES 1 / 1 1 I•��ft. Freeboard
Channe2 2 Manning's Slope: n n of Channel: 0.0245
50% CLEAN OUT EL. 874.26 WATER ENTRY UNIT i I i i SCHEDULE 40 PVC PIPE 20.00 ft.
(BARREL OR ARM - g
u ( E )
= = _ = = = = = = = = = =I
Discharge: cfs
NORMAL POOL EL. 877.45
- Depth of Flow: 0.58 feet
900 Q25 HWD EL. 878.45 900 END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - - Velocity: 4.03 fps
14 FT ACCESS (NO SCALE) MINIMIZE CHANCE OF N z CO
CREST EL. 850.00 SKIMMER BECOMING STUCK Channel Lining: Vegetated CD 3;: o
14 ft. DRAWN BY T. R. EVANS 10/10 Freeboard: 1.00 feet � � \ m
2� 21 FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC. Q N
WWW.FAIRCLOTHSKIMMER.COM J z > CD
BOTTOM EL. 870.0 STRUCTURE TELEPHONE: [phone] w Q Q
FAX: [phone] : J
850 850 EMAIL: WARRENC�FAIRCLOTHSKIMMER.COM RISER BUOYANCY CALCULATION Oz
LL U O
EXISTING GROUND Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w \ L z
RISER DETAILS 14 ft. times the upward force. w � Q \
TRASH RACK EL. 880.00 `
SKIMMER 1'FREEBOARD Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
800 800 �❑❑❑❑�0❑❑❑❑0�❑❑❑❑�
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 �❑❑❑❑�0❑❑❑❑0�❑❑❑❑0 + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.878.45 72" Square Concrete Riser
NORMAL POOL EL. 877.45 E111 LEE]❑❑❑0U❑❑❑❑1j 1'FREEBOARD MIN. Height-Approximately 8'
Cross Section B-B' 2 2 Weight= 19,120 lb
EXISTING GRADE 1 1
Scale: 1" = 50' RE
= 30" CMP
CONCRETE i Where:
50% CLEAN . 874.26 RISER Q
7.45' \\ \\\\ \ \ \\ \\ \\\\\ \ \ \\ \\ \\ \ \\ \ \ \ \ \\ \\ \\\\ \\\ \ \ \ \\\\ \\ \ Riser Weight= 19,220 lb Z Z J
4'X 4'X V CLASS B STONE F
1, r a a 30 DIA BARREL CMP \ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete Q
\�� Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 lb/ft' = 3675 lb Q 00 LU
Z
BOTTOM OF POND EL. 870.00 _
° a , d a ° Structure Weight = 19120 lb + 3675 lb = 22795 lb V
J Z J
STABILIZED OUTLET Buoyancy Displacement Volume of Riser x 62.4 lb O _ -
CUTOFF TRENCH ANTI-FLOTATION RISER FILL ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH y y = p �- Z LL.
(IF APPLICABLE) ELEVATION VIEW
N.T.S. Buoyancy = 216 ft'x 62.4 Ib/ft3= 17971.2 lb Q O (n 0
EXISTING GROUND (ABUTMENTS) (,� Q
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z m a
FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK 22795 lb > 13,478.4 lb x 1.25 Z Z 72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) 22795 lb > 22,464 lbIL Z Z Z
LU
° d
13 LU
NOTES Z V W '
2' (i L ° d° 1. Portland cement concrete (type II recommended)for the inlet base 0 Q Z
shall have a minimum compressive strength of 4,000 psi. Q
SUITABLE EARTHEN MATERIAL ° \ \\\\ \ 2. Where corrugated aluminum or aluminized steel pipe is used, all 0 (n J
COMPACTED TO 95% OF STANDARD 6-0" T-0" areas where the pipe is to be in contact with concrete shall be painted with W a a
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE \ \\\\\\� \ a black bituminous enamel paint. a ('
CUTOFF TRENCH DETAIL CONTENT
d ° °
1�1111i!!/1
BARREL CMP I hereby certify that this document was
N.T.S. y +' CAR •,��
supervision erV s�o b and is correct to the best of my
al ti'o.�. D f,+
p (] ssr�; ...���
knowledge and belief and that I am a duly SEAL v�
licensed Professional Engineer under the - - c�� SHEET NUMBER
laws of the State f North Carolina. � t4.
PLAN VIEW ;� M ..... :
(Signature) �f`'� $ 1�1�`�, ,•`'`�
N.T.S. Date: 01/25/2023 02C0-E005���►r i i �,���'

E RGENCY SPILWA EMERGENCY SPILLWAY DETAIL Channel Desi n Non-Erodible
CHUTE SECTION g ( ) Stage Storage Curve IIIIIIIMM ::E
00 0 LEVEL CONTROL SECTION SEDIMENT BASIN NO. 9
� ro o Channel Type: Trapezoidal, Equal Side Slopes
/ CEN RLI CUTO TRENCH N.T.S.
�., I Dimensions: Left Side Slope 2.00:1 860.00 � Z =
I Right Side Slope 2.00:1 TOP STRUCTURE
EMERGENC`�SPILLWAY � x Base Dimension: 20.00 J
ILEVEL CONTROL SECTIO EL. - 858.07 OUTLET PROTECTION 27.7276 0
/
Wetted Perimeter: 24.17 I Area of Wetted Cross Section: 20.37
X 1 1.00ft. Freeboard s5s.00 C
EMERGENCY SPI LWAY(858.07)
/ V I / 0.93 ft. Channel Slope: 0.1000
/ 2 Manning's n of Channel: 0.0175
20.00 ft. -
� Discharge: 48.83 cfs
I NC-OSPS / Depth of Flow: 0.93 feet 856.00 PRI CIPAL SPILLW (856.07) W
Velocity: 2.40 fps �
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
LLJ 854.00
SKIMMER PRINCIPLE SPILLWAY 72" SQUARE
NORMAL POOL EI 856.07 CONCRETE RISER W/TRASH RACK CLEAN O T LEVEL(853.4 ) Sol
o
/ I f` � `� j AND 63 FT OF 30IN. CMP EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible) v
50%CLEAN OUT�L. s 3.41 ��� CHUTE SECTION
/ Channel Type: Trapezoidal, Equal Side Slopes 852.00
/ BOTTOM ` N.T.S. Dimensions: Left Side Slope 2.00:1 Skimmer Design -Sediment Basin SB-9
OF POND Right Side Slope 2.00:1 o
�L.850.00 � N
POROUS BAFF S (TY1 P.) Base Dimension: 10.00
` Required Drawdown Time 3 days U)
B\ 15.74 ft. Wetted Perimeter: 11.95 Drawdown Rate 20,109 cf/day 850.00
0.44 ft.� Area of Wetted Cross Section: 4.74 Skimmer Size 4 in Q
1.00ft. Freeboard
o.o0 0.70 1.40 2.10 2.so 3.50 4.20 •
Channel Slope: 18.0000 Head on Skimmer 0.333 ft
A / 2 10.00 ft. 2 Manning's n of Channel: 0.0330 Calculated Orifice Size 2.242 in Accumulative Storage (Acre-Ft)
°
Orifice Diameter(1/4 inch increments) 2.25 in • -• Q
�) Discharge: 48.83 cfs
o / j Depth of Flow: 0.44 feet Actual Dewatering Time 3.17 days Storage volume computations a
SLOPE DRAIN -�o - � � P a,
00 °o° Velocity: 10.31 fps
a O SEDIMENT BASIN NO.9
cra oo Required Volume 21,366 cf � m
�► Channel Lining: Grouted Rock Rip-Rap
W Freeboard: 1.00 feet ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
SLOPE DRAIN OL° (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
�O (ac) (ac-ft) (ft)
50% CLEAN OUT EL. 853.41
6615/ 900 900 850.00 N/A N/A 0.2370
Q25 HWD EL. 857.07 NORMAL POOL EL. 856.07 851.00 N/A N/A 0.2600 0.2485 1.00 0.2442 0.2442 1.00
852.00 N/A N/A 0.2838 0.2719 1.00 0.2676 0.5118 2.00
SKIMMER 853.00 N/A N/A 0.3090 0.2964 1.00 0.2917 0.8035 3.00
0.3144 0.41 0.1275 0.9310 3.41 z z z
14 ft. 853.41 N/A N/A 0.3197
\♦ CREST 860.0 0.3222 0.59 0.1899 1.1208 4.00 0 0 0
854.00 N/A N/A 0.3354 0 0 0
850 21 850 855.00 N/A N/A 0.3626 0.3490 1.00 0.3440 1.4649 5.00
10.7/ 0.3766 1.00 0.3714 1.8363 6.00
o BOTTOM EL. 850.0 856.00 N/A N/A 0.3905 Uj Uj Uj
856.07 N/A N/A 0.3925 0.3915 0.07 0.0274 1.8637 6.07 0 0 0
0.4048 0.93 0.3721 2.2358 7.00 w w w
� 857.00 N/A N/A 0.4191 o a a a
OUTLET PROTECTION CLASS B STONE 0.4338 1.00 0.4284 2.6642 a.00 0 0 0
858.00 N/A N/A 0.4484 Uj Uj Uj
(SEE SHEET 34 OF 34) 0.4494 0.07 0.0315 2.6957 a.o7 >
858.07 N/A N/A 0.4503 a) 5 5 5
860.00 N/A N/A 0.5037 0.4761 1.93 0.9153 3.6110 10.00 X
Uj
WASYCESS
ROC PILE �► 800 800 N
ROAD 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 N
++ N \ M
/ �► -- PRINCIPLE SPILLWAY ' CUTOFF TRENCH o N N
T Cross Section A-A
74 p 72" SQUARE CONCRETE RISER d
W/TRASH RACK AND 63 FT OF 30" CMP Scale: 1" = 50' z6 N "'
SI/OPE DRAIN SEDIMENT BASIN NO. 9 PRINCIPLE SPILLWAY EXISTING GROUND (ABUTMENTS)
�C / 411
Outflow
Discharge: 50.1905 cfs FILL MATERIAL
g 2 MAXIMUM IF NOT CUT TO BEDROCK
T/ o 50/o CLEAN OUT EL. 853.41 Water Surface Elevation: 857.07 ft NORMAL POOL EL. 856.07 - - - -
� 90o Tailwater Elevation: 0.00 ft
900 14 FT ACCESS 900 Detention Base Elevation: 0.00 ft
/ Q25 HWD EL. 857.07
CREST EL. 860.00 1 90o 1
� Outlet#1: Sediment Basin 9 Principle Spillway, Drop Pipe
Riser Top Elev: 856.07 ft
Riser Base Elev: 850.00 ft 2,
T ,r 1?-7 _ _ _ 21 Riser Length: 72.00 in
ACCESS ROAD ♦♦ ao 850 ?'� 850
�_ / ♦ s Riser Width: 72.00 in SUITABLE EARTHEN MATERIAL
BO
TTOM EL. 850.0 Orifice Coefficient: 0.50 COMPACTED TO 95% OF STANDARD
Weir Coefficient: 3.33 PROCTOR MAX. DRY DENSITY
PLAN VIEW : SEDIMENT BASIN NO. 9 Culvert Length: 63.00 ft WITHIN ±2% OPTIMUM MOISTURE
SCALE: 1" - 50' Culvert Diameter: 30.00 in CUTOFF TRENCH DETAIL CONTENT
- Culvert Invert In: 853.00 ft
800 800 Culvert Friction Coefficient: 0.02 N.T.S.
0+00 0+50 1+00 1+50 2+00 2+50 Culvert Entrance Loss Coefficient: 0.90
Cross Section B-B Discharge: 50.19 cfs
Scale: 1" = 50'
z rn
o 3:: 0 M
C,4 O
N J m
WATER ENTRY UNIT a o
WITH TRASH SCREEN GENERAL NOTES: RISER DETAILS 14 ft. w Q rn
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE TRASH RACK RISER BUOYANCY CALCULATION C;
PIPE. EL. 860.00
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN SKIMMERLLJ
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 1'FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25 Z 3 v w W w z
00000000o CONDITIONS WARRANT A CHANGE. O❑❑❑❑OO❑O❑❑OD❑❑❑❑O I EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.858.07 times the upward force. w < = Q v 0 J
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION NORMAL POOL EL. 856.07 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. 0 0 U 0 N 0-
INSTALLED. = 2 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
ORIFICE OPENING INSIDE THE I I
HORIZONTAL TUBE WITH A
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE I I
DISCHARGE END OF THE PIPE. 1 � 1
CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT EXISTING GRADE I I 72" Square Concrete Riser
MANNER. o CONCRETE i Height=Approximately 6'
50% CLEANOUT EL. 853.41 RISER \ Weight- 15,220 lb
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT I 6.0T I -
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. I I \
SCHEDULE 40 PVC PIPE 4' X 4'X 1' CLASS B STONE I I
� � � � \ \ �� Where:
ARTHEN EMBANKMENT F-- -----� "
(BARREL OR ARM) 1' ' ° • t 30 DIA BARREL CMP
MAXIMUM HEIGHT OF FLOAT WHEN NO
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE I-- =---_-=-I \ \\�\\�\ \\�\\\\\\�\\\\ \\ \ \ \ \ \ \ Riser Weight= 15,220 lb V
OPENINGS EXIST ° A ° d \ �\ �\ \ Z Z J
LEXIBLE HOSE (MAJOR STORM EVENT) BOTTOM OF POND EL. 850.00 a . , ° °' °< • Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete Z J Q
FLOAT • da ° d ' C O
LLI=
_ INVERT OF LOWEST STORM PVC VENT ANTI-FLOTATION RISER FILL ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH STABILIZED OUTLET Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3 3675 lb a �/
-I�I-I� GRATE WATER DISCHARGE OPENING PIPE (IF APPLICABLE) ELEVATION VIEW Z a
H---ICI�H (MINOR STORM EVENT) Structure Weight = 15,220 lb + 3675 lb = 18895 lb V O W
TOP VIEW -II II FLOAT N.T.S. 3 J = Z J
FLEXIBLE HOSE MUST BE Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft _
SECURELY FASTENED TO Z LL
�VC VENT PIPE STORM WATER ; THE WATER QUALITY
DISCHARGE DISCHARGE OPENING Buoyancy = 216 ft'x 62.4 lb/ft' = 13,478.4 lb Q
OPENING 72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) (,� O
OUTLET PIPE d
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z m a
� r-- � a
° _ ° ' 9 • • e . , 18895 lb > 13,478.4 lb x 1.25
° e 18895 lb > 16,848 lb
--,; - H LEXIBLE HOSE 4 = Z
_ L = 1.4 X DEPTH W a
TO THE OVERFLOW ° < M
I- J
MINIMUM LENGTH APPLIES d ade
O Q LIJ
WATER ENTRY UNIT ( ; III , SCHEDULE 40 PVC PIPE NOTES Z W -
i
(BAR OR(BARREL ARM) °
6'-0" 7'-0" inlet base �I t b=I 1. Portland cement concrete (type II recommended)for theZ Z Z
_ _ _ _ a \\ �\ shall have a minimum compressive strength of 4,000 psi. Q
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO = _ = d, 2. Where corrugated aluminum or aluminized steel pipe is used, all Q J
(NO SCALE) MINIMIZE CHANCE OF areas where the pipe is to be in contact with concrete shall be painted with W a 0-
SKIMMER BECOMING STUCK BARREL CMP
DRAWN BY T. R. EVANS 10/10 '• d a black bituminous enamel paint. a
® J. W. FAIRCLOTH & SON INC. d ' • d • ° ° ° < ° ° e
EAIRCEOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM d . °
TELEPHONE: [phone] °� • A. ° °,d d •a I hereby certify that this document was yti�,;� CA'R�•,��
STRUCTURE FAX: [phone] • ..
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM f
prepared by me or under my direct personal
supervision and is correct to the best of my fl� SSrp 'J
PLAN VIEW �:Q y
knowledge and belief and that I am a duly _ SEAL -
N.T.S. licensed Professional Engineer under the - 04 20 SHEET NUMBER
laws of the State Qf North Carolina. Al
:c P
(Signature) �,� $t `� +`�y;
Date. 01/25/2023 +rf <<, 02C0 EO06

AERIAL VIEW (// I
0 100 Zoo 300
SCALE 1 =100'
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AERIAL VIEW
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SHEET NUMBER
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02CO-F002
DA750a /

AERIAL VIEW
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02CO-F003

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/ 02CO-GO04

EMERGENCY SPILLWAY � "*
0 2
CHUTE SECTION / � / / i EMERGENCY SPILLWAY DETAIL EMERGENCY SPILLWAY DETAIL
OUTLET PROTECTION CHUTE SECTION _
,`� 0 � � LEVEL CONTROL SECTION
N.T.S. N.T.S. ZAt
2
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EMERGENCY SPILLWAY i ____ 0
LEVEL CONTROL SECTION EL. =812.28� �i X 0 58.87 ft. 24.79 ft. p f
X. _
1.00ft. Freeboard 1 1 O .00tft. Freeboard
i� i X X X 0.72 ft.
�� PRINCE SPILLWAY 2 2 2 - 20.00 ft. 2
�794 ��� 41
� �` 72" SQ. ER W/TRASH RACK �- 52.00 ft. - Q
AND 65 F F 36 IN. CMP NAD-
'0, NC- C Channel Design (Non-Erodible)
B Channel Design (Non Erodible)
�� / Channel Type: Trapezoidal, Equal Side Slopes
�/ Dimensions: Left Side Slope 2.00:1
/ Channel Type: Trapezoidal, Equal Side Slopes
+ Right Side Slope 2.00:1
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1 Base Dimension: 20.00
� z ACCESS OA Base Dimension: 52.00
0000> ��/ / Wetted Perimeter: 20.88
Wetted Perimeter: 55.21 Area of Wetted Cross Section: 4.02
U
S1 �� Area of Wetted Cross Section: 38.30 Channel Slope: 50.0000
Channel Slope: 0.1000 Manning's In of Channel: 0.0175
SKIMMER Manning's In of Channel: 0.0175
I
Discharge: 80.60 cfs 1 oDischarge: 80.58 cfsDepth of Flow: 0.20 feetDepth of Flow: 0.72 feet Velocity: 20.03 fps
$ Velocity: 2.10 fps
TOP OF BERM Channel Lining: Grouted Rock Rip Rap Q
Channel Lining: Grouted Rock Rip Rap Freeboard: 1.00 feet
Freeboard: 1.00 feet
Porous BAFFLES (TYP.) Stage Storage Curve
SEDIMENT BASIN NO.1 a
t WATER ENTRY UNIT
B NORMAL POOL EL. 811.18 WITH TRASH SCREEN GENERAL NOTES: 815.50 Co1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
/
% /
50%CLEAN OUT EL. 807.79 PIPE.3 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN SEDIMENT BASIN/ NO. 1 PRINCIPLE SPILLWAY CORRECT AMOUNT of TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD TOP OFSTRUCTURE
�/�V 00000000o CONDITIONS WARRANT A CHANGE. 813.50 )
OUTLET PROTECTION 3. EMBANKMENT MUST BE COMPACTED To DESIGN SPECIFICATIONS. Outflow
le 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION Total Discharge: 81.4986 cfs
/,,4
INSTALLED.
l ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE Water Surface Elevation: 812.28 ft EMERGENCY SPILLW Y(812.28)
ORIZONTAL TUBE WITH A 811.50
� Q2 DISCHARGE END of THE PIPE. TallWater Elevation: 0.00 ft
/ SUMP W/CULVERT C-17 (C / 8 CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT PRINCI AL SPILLW Y(811.18)
/ ( - ) MANNER. Detention Base Elevation: 0.00 ft z z z
lC 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT w w w
CONCENTRATE PLANT/- /(C / / �pQ' SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Outlet#1: Sediment Basin 1 Principle Spillway, Drop Pipe 809.50 0 0 >
CONVERSION PLANT CONVEYOR 4r / / SCHEDULE 40 PVC PIPE Riser Top Elev: 811.18 ft
ACCESS ROAD NO. 1 / !C DITCH NO. 4 te �p0 (BARREL OR ARM) ARTHEN EMBANKMENT Riser Base Elev: 803.50 ft w w w
MAXIMUM HEIGHT OF FLOAT WHEN NO o 0 0
MERGENCY SPILLWAY Riser Length: 72.00 in
OTHER STORM WATER DISCHARGE
OPENINGS EXIST Riser Width: 72.00 In 807.50 0
(� FLUME, \ LEXIBLE HOSE (MAJOR STORM EVENT) Orifice Coefficient: 0.50
/ u u u
FLOAT Weir Coefficient: 3.33 w w w
/ le \ a6�/ ft Culvert Length: 65.00 805.50
Ike \ INVERT OF LOWEST STORM Culvert Diameter: 36.00 In N
WATER DISCHARGE OPENING PVC VENT a o
PLAN VIEW : SEDIMENT BASIN NO. 1 HEiIiIHlH I GRATE PIPE Culvert Invert In: 807.28 ft
(MINOR STORM EVENT) o N N
11 Culvert Friction Coefficient: 0.02
SCALE: 1" - 50' TOP VI E W I IIIIIiiLul FLEXIBLE HOSE MUST BE LOAT Culvert Entrance Loss Coefficient: 0.90 803.50 7 N M
SECURELY FASTENED TO
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
VC VENT PIPE I I STORM WATER THE WATER QUALITY Discharge: 81.50 cfs
DISCHARGE
DISCHARGE OPENING Accumulative Storage (Acre-Ft)
OPENING
17
850 NORMAL POOL EL. 811.18 850 - OUTLET PIPE
Storage volume computations
SKIMMER = Skimmer Design-Sediment Basin SB-1
50% CLEAN OUT EL. 807.79 EXISTING GROUND --__-__ LEXIBLE HOSE SB-1
Q25 HWD EL. 812.28 - H L = 1.4 X DEPTH
ft. A f -__ 14ft. i TO THE OVERFLOW Required Drawdown Time 3 days ELEV.
E Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
- - MINIMUM LENGTH APPLIES / y (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
4= ___ _ _ . _ . _ CREST EL. 814.0 ;? Drawdown Rate 20,109 cf da
800 3.0% ------ - 800 WATER ENTRY UNIT ( I Skimmer Size 4 in (ac) (ac-ft) (ft)
- ---- i SCHEDULE 40 PVC PIPE
r BOTTOM EL. 803.5 OUTLET PROTECTION I I i' - (BARREL OR ARM) Head on Orifice 0.333 ft
= _ _ _ _ _ _ _ _ _ _ _ - 803 50 N/A N/A 0 4332 I
Calculated Orifice Size 2.242 In 0.4672 2.00 0.9218 0.9218 2.00 805.50 N/A N/A 0.5012
CENTERLINE CUTOFF TRENCH CLASS B STONE PRINCIPLE SPILLWAY END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ _ _ - Orifice Diameter 1/4 inch increments 3.5 in 0.5361 2.00 1.0587 1.9806 4.00
( ) 807.50 N/A N/A 0.5709
72" SQUARE CONCRETE RISER W/TRASH RACK (NO SCALE) MINIMIZE CHANCE OF Actual Dewatering Time 3.03 days 807.79 N/A N/A 0.5814 0.5762 0.29 0.1683 2.1489 4.29
AND 50' OF 36" CMP SKIMMER BECOMING STUCK 0.6070 1.71 1.0318 3.1807 6.00
750 750 DRAWN BY T. R. EVANS 10/10 809.50 N/A N/A 0.6431
811.18 N/A N/A 0.7058 0.6745 1.68 1.1331 4.3138 7.68
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 F A I R C L 0 TH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC. Designed Volume 49 500 cf 0.6804 0.32 0.2136 4.5274 8.00
WWW.FAIRCLOTHSKIMMER.COM � 811.50 N/A N/A 0.7178
TELEPHONE: [phone] 812.28 N/A N/A 0.7485 0.7331 0.78 0.5718 5.0992 8.78
' STRUCTURE FAX: [phone] 0.7571 1.22 0.9267 6.0259 10.00
Cross Section A-A EMAIL: [e-mail] 813.50 N/A N/A 0.7964
Scale: 1" - 50' 814.00 N/A N/A 0.8077 0.8020 0.50 0.3995 6.4254 10.50
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w Q Q
Q25 HWD EL. 812.28 o
NORMAL POOL EL. 811.18 14 ft. z m
TRASH RACK o o o
50% CLEAN OUT EL. 807.79 EXISTING GROUND EL. 814.00 RISER BUOYANCY CALCULATION z z
SKIMMER 1'FREEBOARD 0 � U Li J LLI z
Q w Q O w
14 ft. _ 0❑❑❑❑0 - Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times the w � = Q U [if
J
- -- -_ - -_-- U❑❑❑❑U0❑❑❑❑�U❑❑❑❑U + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY El 812.2 upward force. o cn 2_ w
800 800 NORMAL POOL EL. 811.18 �❑❑❑❑�0❑❑❑❑T�❑❑❑❑T 1'FREEBOARD MIN.
BOTTOM EL. 803.5 2 2 Downward Force (structure weight)> 1.25 x Upward Force (buoyancy)
14 FT ACCESS EXISTING GRADE 72"SQUARE 1 F 1
CREST EL. 814.0 _ CONCRETE
i RISER i 72"Square Concrete Riser
Height=Approximately 8'
50% CLEANOUT EL. 807.79 ii 7.78' ii �\ \\\\\ \\ \ \\\\\\\\\\\ \\ \\ \\ \\ \\ \\ \ Weight= 19120 lb
750 750 �
36 DIA BARREL CMP \ \ \ \ \ \ Q
0+00 0+50 1+00 1+50 2+00 4'X 4'X 1' CLASS B STONE ° - Where:
�\ \�\
V Z J
_ Riser Weight= 19120 lb Z
Cross Section B-B' ° d \\ \ �\ \\ \\\ \\ \ \\ \
Scale: 1" - 50' d ° ° ° ° ° °° Weight of Riser Fill =(Length x Width x Depth)x Unit Weight of Concrete O
- BOTTOM OF POND EL. 803.50 ° d ° °
Weight of Riser Fill =(6 ft x 6 ft x 0.5 ft)x 150 lb/ft'=2700 lb 0 w
ANTI-FLOTATION RISER FILL STABILIZED OUTLET - + _
CUT OFF TRENCH Structure Weight= 19120 lb 2700 lb=21820 lb Z . a
(IF APPLICABLE) ANTI FLOTATION BLOCK (IF APPLICABLE) J V O w
ELEVATION VIEW Buoyancy= Displacement Volume of Riser x 62.4 lb/ft' O = Z J
N.T.S. Buoyancy=216 ft'x 62.4 lb/ft'= 16224 lb ~ Z M
Downward Force (structure weight)> 1.25 x Upward Force (buoyancy) V O Q
21820 lb> 16224 lb x 1.25
72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE)
CUTOFF TRENCH Z 21820 Ib>20280 Ib = Z w Z
EXISTING GROUND (ABUTMENTS) ° ° ° ° a ° J O M
NOTES Q w
1. Portland cement concrete(type II recommended)for the inlet base shall have a minimum compressive ~ V
FILL MATERIAL 2' MINIMUM IF NOT CUT TO BEDROCK ° ° d° strength of 4,000 psi. Z w Z (n '
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with 0 Z
° \\\\\�\\�\ \ \ concrete shall be painted with a black bituminous enamel paint. O
1 6-0" T-O" 0 J
w a a
d a °
2' � ° BARREL CMP '`i�tirrrr�rj�r
I hereby certify that this document was ,*' CAFlO`'�
SUITABLE EARTHEN MATERIAL d ° ° ° ° prepared by me or under my direct personal ��`<
COMPACTED TO 95% OF STANDARD ° ° ° a ° supervision and is correct to the best of my Q ;•flFSSrp ,.r i
PROCTOR MAX. DRY DENSITY ° °° knowledge and belief and that I am a duly ' �r Q v� :�
SEAL
WITHIN ±2% OPTIMUM MOISTURE licensed Professional Engineer under the = =I.
048820 ; �= SHEET NUMBER
CUTOFF TRENCH DETAIL CONTENT laws of the state f North Carolina. ``►=
PLAN VIEW
N.T.S. N.T.S. (Signature)
Date: 01/25/2023 ����rrr i i r r,��''+t 02CO-GO05

So°�°CLEAN u \.2I \ Stage Storage Curve
EMERGENCY SPILLWAY DETAIL EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN No. 2
\\ \ S\ LEVEL CONTROL SECTION - ROAD CROSSING N
� � Porous BAFFLE \ CHUTE SECTION
841.00
A +�\ \\ N.T.S. TOP OF STRUCTURE
N.T.S.
\ \ (841.00) Z =
B1�\ � �� 840.00 �
\� Approx 75 ft. 1.00ft. Freeboard 839.00 J
15.42 ft. EMERG NCY SPILLWAY(838.58) 10
SLOPE \ � � , NORMAL OL EL. 835.00 \, �� � 1 \/ 1.42 ft. 1 � 1 0.433 ftft s3s.00
DRAIN \ 1.00ft. Freeboard 4
8 8 2 2 � � 837.00
PRINCI�E SPILLWAY 10.00 ft.- 2
/ C 72 SQUA CONCRETE RISER W/TRASH RACK 20.00 ft. o 836.00
NAD AND 67 FT IN. CMP `� s35.00
-SPCS \ / Channel Design (Non-Erodible) > PRINCIPAL SPILLWAY(835.00) Uj
/
� w MERGENCY SPILLWAY Channel Type: Trapezoidal, Equal Side Slopes 834.00 �
\ \ \ VEL CONTROL SECTION Channel Design (Non-Erodible)
(' L Dimensions: Left Side Slope 2.00:1
EL.�838.58 \ Channel Type: Trapezoidal, Equal Side Slopes Right Side Slope 2.00:1 833.00
Dimensions: Left Side Slope 2.00:1 Base Dimension: 10.00 832.004ZICUT .
21)
+ \\ Right Side Slope 2.00:1
�1 8 BOTTOM OF POND
Wetted Perimeter: 11.94 831.00 � • �
Base Dimension: 20.00
EL.829.00 X Area of Wetted Cross Section: 4.72 U
4jOO / \ / � � Wetted Perimeter: 26.34 830.00
' Area of Wetted Cross Section: 32.35 Channel Slope: 21.3000
\/ XGq"_xIn*-V_ PROTECTION Mannin9's n of Channel: 0.0175 829.00
Channel Slope: 0.1000 0.00 4.00 8.00 12.00 ' oN
Manning's n of Channel: 0.0175 Discharge: 99.63 cfs U)
\ / Depth of Flow: 0.43 feet Accumulative Storage (Acre-Ft) a,
Discharge: 99.64 cfs Velocity: 21.11 fps Q
EMERGENCY SPILL Depth of Flow: 1.42 feet
CHUTE SECTION Velocity: 3.08 fps Channel Lining: Grouted Rock Rip Rap Storage volume computations
SKIMMER
Channel Lining: Grouted Rock Rip Rap Freeboard: 1.00 feet
Freeboard: 1.00 feet SEDIMENT BASIN NO.2
I \ ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
. ` (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
9 (ac) (ac-ft) (ft) m
S$ WATER ENTRY UNIT
$� \ WITH TRASH SCREEN GENERAL NOTES: 829.00 N/A N/A 0.5738
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 0.6083 2.00 1.2033 1.2033 2.00
PIPE. 831.00 N/A N/A 0.6427
0.6639 1.21 0.8032 2.0065 3.21
SLOPE DRAIN CONVEYOR 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 832.21 N/A N/A 0.6852
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 0.6778 0.79 0.5388 2.5453 4.00
833.00 N/A N/A 0.7129
o0000000o CONDITIONS WARRANT A CHANGE. 0.7492 2.00 1.4845 4.0297 6.00
8g_
8�a � 835.00 N/A N/A 0.7856
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 0.8230 2.00 1.6316 5.6614 8.00
CULVE 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION 837.00 N/A N/A 0.8605
(C-1) INSTALLED. 838.58 N/A N/A 0.9216 0.8910 1.58 1.4078 7.0692 9.58
\ ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE 0.8992 0.42 0.3755 7.4447 10.00
\\ ORIZONTAL TUBE WITH A 839.00 N/A N/A 0.9378 z z z
1 DISCHARGE END OF THE PIPE. 0.9738 2.00 1.9405 9.3852 12.00 w w w
CONSTANT HYDRAULIC HEAD 841.00 N/A N/A 1.0098
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER. o 0 0
DITCH NO. 5 / 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
w w w
SCHEDULE 40 PVC PIPE
/ \ (BARREL OR ARM) ARTHEN EMBANKMENT
w w w
MAXIMUM HEIGHT OF FLOAT WHEN NO °
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE >
OUTLET PROTECTION \ OPENINGS EXIST V
C LEXIBLE HOSE (MAJOR STORM EVENT) >
w w w
FLOAT N N
PLAN VIEW : SEDIMENT BASIN NO. Z SEDIMENT BASIN NO. 2 PRINCIPLE SPILLWAY
_ INVERT OF LOWEST STORM PVC VENT DESIGN INFORMATION
SCALE: 1" - 50' -III-I I GRATE WATER DISCHARGE OPENING PIPE o
H=II-H (MINOR STORM EVENT) Outflow d
N
900 900 -I I FLOAT Total Discharge: 105.4757 cfs
TOP VIEW I Iuli FLEXIBLE HOSE MUST BE Skimmer Design -Sediment Basin SB-2 Water Surface Elevation: 837.58 ft
' ' SECURELY FASTENED TO Tailwater Elevation: 0.00 ft
50% CLEAN OUT EL. 832.21 VC VENT PIPE STORM WATER ; THE WATER QUALITY
EXISTING GROUND I DISCHARGE DISCHARGE OPENING Required Drawdown Time 3 days Detention Base Elevation: 0.00 ft
DIVERSION BERM Q25 HWD EL. 837.58 I- OPENING Drawdown Rate 51,840 cf/day
NORMAL POOL EL. 835.00 Outlet#1: Sediment Basin 2 Principle Spillway, Drop Pipe
850 SKIMMER 850 = OUTLET PIPE -_ _ Skimmer Size 6 in Riser Top Elev: 835.00 ft
----- -- 14 ft. _ Head on Orifice 0.417 ft Riser Base Elev: 829.00 ft
CREST EL. 841.0 _ Calculated Orifice Size 3.404 in Riser Diameter: 72.00 in
-- --- - -- ---- --- - 7 ' _ ; FLEXIBLE HOSE Orifice Coefficient: 0.50
- - - - - . . - BOTTOM - - - .-- - . - . . --- -
_ H L = 1.4 X DEPTH Orifice Diameter 1/4 inch increments 3.5 in
3.0% , ,; , ( ) Weir Coefficient: 3.33
TOM EL. 829.00 I- TO THE OVERFLOW Actual Dewatering Time 3.14 days Culvert Length: 67.00 ft
MINIMUM LENGTH APPLIES
Culvert Diameter: 36.00 in
SLOPE DRAIN CLASS B STONE
800 OUTLET PROTECTION 800 WATER ENTRY UNIT ' I I '
I I '�--- SCHEDULE 40 PVC PIPE Designed Volume 57 366 cf Culvert Invert In: 830.00 ft
(BARREL OR ARM) g Culvert Friction Coefficient: 0.01
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 a----- Culvert Entrance Loss Coefficient: 0.90
Cross Section A-A PRINCIPLE SPILLWAY END VIEW SIDE VIEW MAINTAIN DEPRESSION TO I = _ = Discharge: 105.48 cfs
Scale: 1" = 50' 72" SQUARE CONCRETE RISER (NO SCALE) MINIMIZE CHANCE OF Required Discharge: 99.64 cfs
W/TRASH RACK AND 67 FT OF 36" CMP SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
900 900 EAIRCEOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FAIRCLOTH & SON INC.
Q25 HWD EL. 837.58 TELEPHONE:
(919)IM32-1244
50% CLEAN OUT EL. 832.21 STRUCTURE EMAIL: WARREN OFAIRCLOTH SKIMMER.COM No CC
NORMAL POOL EL. 835.0 o
U
- EXISTING GROUND ❑ z >
850 2,r 850 Q N
14 ft.
o m
z
-- RISER DETAILS 14 ft. w
r 2' TRASH RACK RISER BUOYANCY CALCULATION z z w LLI o
2 BOTTOM EL. 829.0 A, EL. 841.00
SKIMMER w � = Q Q � J
1-714 FT ACCESS 1'FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25 0 0 o
800 CREST EL. 841.0 800 pllrlrlll�E����������� + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.838.5 times the upward force.
0+00 0+50 1+00 1+50 2+00 2+50 3+00 NORMAL POOL EL. 835.00 0❑❑❑❑00❑❑❑❑ ULILI 0 1'FREEBOARD MIN.
2 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
Cross Section B-B' EXISTING GRADE 1 1
72" Square Concrete Riser
Scale: 1" = 50' 50% CLEANOUT EL. 832.21 Height = 6'
900 900
�\ \� \ \ \ \ \ \\ \ \ \ \ \ \ Weight= 15,220 lb
C SQUARE �� \��li i
CONCRETE \ \ \
4'X 4'X 1' Where:CLASS B STONE RISER i 36" DIA BARREL CMP Z J
Z
MAIN HAUL ROAD o 0 0 0 0 0 1' ii 6.00' it \ \
\ ` Riser Weight= 15,220 lb
D - J Q
° Q25 HW EL. 837.58 ---------------' \ \\\\\\\\\
50/° CLEAN OUT EL. 832.21 NORMAL POOL EL. 835.0 °
------------- BOTTOM OF POND EL. 829.00 C O ~
EXISTING GROUND ° ° Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete �/ LU
850 2.7 SUMP Z'` ?'� � _ 850 ° ° a
14 ft. STABILIZED OUTLET Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 lb/ft' = 3675 lb Z V . o
3.0% -----..-- - L - - 1 ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH J O LU Structure Weight= 15,220 lb + 3675 lb = 18895 lb = Z J
FILTER CLOTH/GEOTEXTILE ELEVATION VIEW R Z
14 FT ACCESS
LINER N.T.S. Buoyancy= Displacement Volume of Riser x 62.4 lb/ft' Q O
800 CREST EL. 841.030 V O
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 Buoyancy= 216 ft'x 62.4 Ib/ft3 = 13,478.4 lb Z m a
72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) � Z
Cross Section C-C' m Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) _
Scale: 1" = 50' ° d ° ° ° = Z
Z
q CUTOFF TRENCH ° ° a ° 18895 lb > 16,848 lb b x 1.25 _ M a
J O LU0
EXISTING GROUND (ABUTMENTS) ° a NOTES Z V LU ;Z
1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum Q Z Z
FILL MATERIAL ° compressive Strength of 4,000 psi.
2' MINIMUM IF NOT CUT TO BEDROCK 6'-0" T-0" 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is 0 ~ J
to be in contact with concrete shall be painted with a black bituminous enamel paint. W a 0-
0
1 BARREL CMP
`1�til lri!!/1
I hereby certify that this document was y CAR
prepared by me or under my direct personal ,�' .........O .,
a supervision and is correct to the best of my •�Ysr :J
SUITABLE EARTHEN MATERIAL g y SEAL
knowledge and belief and that I am a dul �r Q
COMPACTED TO 95% OF STANDARD licensed Professional Engineer under the - - 048820 -
PROCTOR MAX. DRY DENSITY PLAN VIEW laws of the State of North Carolina. =�z SHEET NUMBER
WITHIN ±2% OPTIMUM MOISTURE N.T.S. ��CIN,
CUTOFF TRENCH DETAIL
CONTENT (signature) �'. [y$ 1�,\
Date: 01/25/2023 ��+rfi r<<, �' 02CO-GO06
N.T.S.

Stage Storage Curve
y DITCH NO. 7 Qj SEDIMENT BASIN NO. 3
8
SLOPE DRAIN
FLUME CREST OF POND 804.00
TOP OF STRU TUBE �
EMERGENCY SPILLWAY DETAIL 803.00 (80400)
EL.804.00'
LEVEL CONTROL SECTION
o `3 ° I0
0 50/o CLEAN OUT EL. 796.86 N.T.S. 802.00 J
801.00
POROUS BAFFLES (TYP.) / 56.90 ft.
1.00ft. Freeboard 800.00 Q
8 1 0.73 ft.
2 2 f O 799.00 w
/
50.00 ft.TOP OF POND C
EL. 804.00 w 798.00
SLOPE DRAIN BO 794 OF POND
Br Channel Design (Non-Erodible) Wetted Perimeter: 53.25 Discharge: 79.19 cfs 797.00
I I Area of Wetted Cross Section: 37.35 Depth of Flow: 0.73 feet /IffiCLEAN OUT LEVEL(796.85)
00 ACCESS ROAD Channel Type: Trapezoidal, Equal Side Slopes Velocity: 2.12 fps 796.00 U
./Z
Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000
NORMAL POOL EL. 799.27 I Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap
Base Dimension: 50.00 Freeboard: 1.00 feet 795.00 p
N
O
' �Uz 794.00 ' U)
N
n 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
o � Accumulative Storage (Acre-Ft) •
SKIMM P NCIPLE SPILLWAY SEDIMENT BASIN NO. 3 PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/TRASH RACK Outflow Storage volume computations �� Q
0 00 AND 67 FT OF 36 IN. CMP Total Discharge: 90.9637 cfs
Water Surface Elevation: 801.27 ft SEDIMENT BASIN NO.3
LJ WATER ENTRY UNIT Tallwater Elevation: 0.00 ft GENERAL NOTES: Detention Base Elevation: 0.00 ft ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
OUTLET PROTECTION (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
WITH TRASH SCREEN co/ (ft)
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE - -
PIPE. (ac) (ac-ft) (ft)
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN Outlet#1: Sediment Basin 3 Principle Spillway, Drop Pipe
/ 1 CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD Riser Top Elev: 799.27 ft 794.00 N/A N/A 0.4404
g1 / / / o0000000o CONDITIONS WARRANT A CHANGE. Riser Base EIeV: 794.00 ft 795.00 N/A N/A 0.4717 0.4560 1.00 0.4501 0.4501 1.00
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
Ai 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION Riser Diameter: 72.00 in 796.00 N/A N/A 0.5031 0.4874 1.00 0.4814 0.9315 2.00
/ / INSTALLED. 0.5172 0.86 0.4423 1.3738 2.86
ORIFICE OPENING INSIDE THE Orifice Coefficient: 3.33 797.00 N/A N/A 0.5361
EMERGENCY SPILLWAY 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE 0.5196 0.14 0.0711 1.4449 3.00
ORIZONTAL TUBE WITH A Weir Coefficient: 3.33 797.00 N/A N/A 0.5361
LEVEL CONTROL SECTION EL.=802.27 CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. 0.5535 1.00 0.5469 1.9918 4.00
�- EL� 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT Culvert Length: 67.00 ft 798.00 N/A N/A 0.5708
0.5890 1.00 0.5821 2.5739 5.00 z z z
� MANNER�� i� . Culvert Diameter: 36.00 In 799.00 N/A N/A 0.6072 w w w
� 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 799.27 N/A N/A 0.6174 0.6123 0.27 0.1653 2.7392 5.27
/ / SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Culvert Invert In. 795.00 ft o 0 0
EMERGENCY SPILLWAY � � 800.00 N/A N/A 0.6449 0.6261 0.73 0.4535 3.1927 6.00
_� / Culvert Friction Coefficient: 0.02
CHUTE SECTION SCHEDULE 40 PVC PIPE
/ 0.6648 1.00 0.6573 3.8500 7.00
/ BARREL OR ARM ARTHEN EMBANKMENT Culvert Entrance Loss Coefficient: 0.90 801.00 N/A N/A 0.6846
) 0.7051 1.00 0.6973 4.5473 8.00 0 0 0
r� MAXIMUM HEIGHT OF FLOAT WHEN NO 802.00 N/A N/A 0.7256
FLUME // MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE 802.27 N/A N/A 0.7363 0.7310 0.27 0.1974 4.7446 8.27
OPENINGS EXIST Discharge: 90.96 cfs 0.7652 1.73 1.3245 6.0691 10.00 0
� 804.00 N/A N/A 0.8049
(MAJOR STORM EVENT)LEXIBLE HOSE
/ SLOPE DRAIN \
FLOAT w
INVERT OF LOWEST STORM PVC VENT N N
PLAN VIEW : SEDIMENT BASIN NO. 3 GRATE PIPE o N N
-� -� WATER DISCHARGE OPENING °
H-l±l H (MINOR STORM EVENT)
SCALE: 1° = 50' TOP VIEW -�� II T "_1UTU1_L1L11L!U11JU!ULL1 FLEXIBLE HOSE MUST BE LOAT EMERGENCY SPILLWAY DETAIL 7 N
-
' ' SECURELY FASTENED TO CHUTE SECTION
VC VENT PIPE I I STORM WATER ; THE WATER QUALITY N.T.S.
DISCHARGE DISCHARGE OPENING
OPENING '
850 EXISTING GROUND 850
OUTLET PIPE
- r-- - 29.68 ft.
-- ---------- Q25 HWD EL. 801.27 _ 0.17 fft
NORMAL POOL EL. 799.27 _ \7 �1 1.0Oft. Freeboard
� SKIMMER ;�---";" �; � LEXIBLE HOSE 1
2.� 50% CLEAN OUT EL. 796.86 H L = 1.4 X DEPTH
---------------------------------------------
14 ft. 14 ft.
800 --_---- CREST 804.0 800 `, �- TO THE OVERFLOW 2 25.00 ft.-
MINIMUM i I MINIMUM LENGTH APPLIES
_ _ i;
o WATER ENTRY UNIT
BOTTOM EL. 794.0 1.5/0 I SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
CLASS B STONE - - Channel Design (Non-Erodible) Channel Slope: 50,0000 Skimmer Design -Sediment Basin SB-3
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO _ _ _ Manning's n of Channel: 0.0175
OUTLET PROTECTION - - - Channel Type: Trapezoidal, Equal Side Slopes OF Required Drawdown Time 3 days
q Y
750 (SEE SHEET 34 OF 34) 750 (NO SCALE) MINIMIZE CHANCE Dimensions: Left Side Slope 2.00:1 Discharge: 79.20 cfs e
SKIMMER BECOMING STUCK Right Side Slope 2.00:1 Depth of Flow: 0.17 feet Drawdown Rate 32,832 cf/day
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 DRAWN BY T. R. EVANS 10/10 9 p p
FAIRC�OTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
Base Dimension: 25.00 Velocity: 18.29 fps Skimmer Size 5 in
WWW.FAIRCLOTHSKIMMER.COM Head on Skimmer 0.333 ft
Cross Section A-A PRINCIPLE SPILLWAY TELEPHONE: [phone] Wetted Perimeter: 25.76 Channel Lining: Grouted Rock Rip Rap
_ 72 Area of Wetted Cross Section: 433 Freeboard: 1 SQUARE CONCRETE RISER STRUCTURE FAX: [phone]s Calculated Orifice Size 2.865 in
Scale: 1" - 50' EMAIL: WARREN OFAIRCLOTH SKIMMER.COM . reeboar .00 feet
W/TRASH RACK AND 67 FT OF 36" CMP Orifice Diameter(1/4 inch increments) 3 in
Actual DewateringTime 3.05 days N \ o
= J
Q � Z
Required Volume 1 36,594 cf
J z > --, cn
w Q Q
850 EXISTING GROUND 850 o m
Q25 HWD EL. 801.27 RISER DETAILS 14 ft.
RISER BUOYANCY CALCULATION
TRASH RACK w wU o
EL. 804.00 CD 3: U w J \ z
50% CLEAN OUT EL. 796.86 NORMAL POOL EL. 799.27 SKIMMER 1'FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25 � Q w Q o Aj
Q <, 0❑❑❑❑LU❑❑❑❑L�❑❑❑❑� times the upward force. o o � w
❑❑❑❑�2• 14 ft. 14 ft.
��❑❑❑❑T EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.802.27
•7 y ,�
800 2' _ 21 2 800 NORMAL POOL EL. 799.27 0❑❑❑❑��❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. 2 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
BOTTOM EL. 794.0 EXISTING GRADE 1 1 72" Square Concrete Riser
14 FT ACCESS Height =Approximately 6'
CREST EL. 804.0 Weight= 15,220 lb
50% CLEANOUT EL. 796.86
72 SQUARE �\ �\ �\ \ �\ �\ \\ \\� \,�
750 750 4'X 4' X 1' CLASS B STONE CORISERTE \ \ \�\ \� \ \ Where: Q
0+00 0+50 1+00 1+50 2+00 2+50 1' 6.0o 36" DIA BARREL CMP V
Z J Z
I_______________I �� \ \�\\�\\ \\� �\�� � Riser Weight= 15,220 lb _
Cross Section B-B
Scale: 1" = 50' BOTTOM OF POND EL. 794.00 d ° d ° ° °° ° Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete ft Cn Q 0 M W
Weight of Concrete Base = (7 x 7 ft x 0.5 ft)x 150 Ib/ft3 = 3675 lb
STABILIZED OUTLET Z Q . 0
ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH J V O W
Structure Weight= 15,220 lb + 3675 lb = 18895 lb O Z J
ELEVATION VIEW 3 H
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft � � Z M
a
N.T.S. a O
Buoyancy= 216 ft'x 62.4 lb/ft' = 13,478.4 lb Z(.�
72 SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) m a
CUTOFF TRENCH ° d ° Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z
18895 lb > 13,478.4 lb x 1.25 Z
EXISTING GROUND (ABUTMENTS) ° ° ° a = Z LU Q
18895 Ib > 16,848 Ib
a Q J
FILL MATERIAL ° 0
2' MAXIMUM IF NOT CUT TO BEDROCK 11.- IU LV
Z LLI
NOTES O Z
6' (n
1 -0" 7'-0" 1. Portland cement concrete (type II recommended)for the inlet base shall have a Z
minimum compressive Strength of 4,000 psi. O Q
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the W a 0-
pipe is to be in contact with concrete shall be painted with a black bituminous enamel paint. a
2' ° BARREL CMP
d °
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD ° a d ° ° ° I hereby certify that this document was ,*';� •CAPO",
PROCTOR MAX. DRY DENSITY ° ° d a prepared by me or under my direct personal ±`�¢ ssra'•. '��f'.
WITHIN ±2% OPTIMUM MOISTURE supervision and is correct to the best of my 0
_ � SEAL CONTENT knowledge
and belief and that I am a duly
CUTOFF TRENCH DETAIL
licensed Professional Engineer under the - - 048820 SHEET NUMBER
N.T.S.
laws of the State f North Carolina. •�
PLAN VIEW (signature) '•,� 1y$• �\�t,.`
N.T.S. Date: 01/25/2023 ����►rii �,���' 02CO-0007

A�CESS ROAD NORMAL POOL EL. 793.02
y Stage Storage Curve
X� EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN N0. 4 �
` 1 LEVEL CONTROL SECTION 799.50
N.T.S.
DITCH NO. 10 �l ` �. TOP O STRUCTURE J
\ 57.90 ft. 797.50 ) 10
AS
c S%
F
L, �0 �7
8 1 1.00ft. Freeboard 795.50 EMERGENC SPILLWAY (796.02) `
\
9 _
2 0.98 ft.
SLOPE DRAIN NAD-83 50.00 ft.
T OF POND NJC C 793.50 S Uj
\ E 79S.00
i
\ � PR NCIPAL SPILLWAY(793. 2) �
4 am
\ � Channel Design (Non-Erodible) Wetted Perimeter: 54.36 Discharge: 129.84 cfs
791.50
Area of Wetted Cross Section: 50.67 Depth of Flow: 0.98 feet
- Channel Type: Trapezoidal, Equal Side Slopes Velocity: 2.56 fps 50%CLEAN OUT LEVEL(790.50) U)Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000 • p
Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap 789.50 U
\ Base Dimension: 50.00 Freeboard: 1.00 feet
50%CLEAN OUT EL. 790.50 G
7 WATER ENTRY UNIT 787.50 N
WITH TRASH SCREEN GENERAL NOTES: 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00
SLOPE D 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE ' u
PORi S BAFFLES (TYP.) PIPE.
\ ♦ 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN Accumulative Storage (Acre-Ft) Q
/ \ s CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD SEDIMENT BASIN NO. 4
DWETLANDS o0 0o CONDITIONS WARRANT A CHANGE. '
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. Outflow
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION Total Discharge: 130.7449 cfs Storage volume computations
INSTALLED. Water Surface Elevation: 795.02 ft '
ORIFICE OPENING INSIDE THE •
ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE Tailwater Elevation: 0.00 ft SIB-4 >
\
DISCHARGE END OF THE PIPE. a CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT Detention Base Elevation: 0.00 ft
FLUME I fj MANNER. ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT Outlet#1: Sediment Basin 4 Principle Spillway, Drop Pipe (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
SCHEDULE 40 PVC PIPE 2
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Riser Top Elev: 793.02 ft co(ac) (ac-ft) (ft) '
\ \� )
Riser Base Elev: 787.50 ft
(BARREL OR ARM ARTHEN EMBANKMENT 787.50 N/A N/A 0.6887
MAXIMUM HEIGHT OF FLOAT WHEN NO Riser Length: 72.00 In 0.7467 2.00 1.4730 1.4730 2.00
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE 789.50 N/A N/A 0.8048
Riser Width: 72.00 in 0.8340 1.00 0.8350 2.3081 3.00
OPENINGS EXIST .79050 N/A N/A 0.8633
Orifice Coefficient: 0.50 0.8632 1.00 0.8702 3.1783 4.00
LEXIBLE HOSE (MAJOR STORM EVENT) 791.50 N/A N/A 0.9216
T \ - Weir Coefficient: 3.33 0.9670 1.52 1.4698 4.6481 5.52
�I GENCY SPILLWAY FLOAT 793. N/A N/A 1.0123
E1
Culvert Length: 105.00 ft 793.50 50 N/A N/A 1.0410 0.9813 0.48 0.4711 5.1192 6.00
LEVENCONTROL SECTION EL. 796.02 Culvert Diameter. 42.00 in 1.1017 2.00 2.1813 7.3005 8.00
\ \' INVERT OF LOWEST STORM 795.50 N/A N/A 1.1624
PVC VENT Culvert Invert In: 787.50 ft 1.1789 0.52 0.6130 7.9136 8.52
T \ \ ` -III-�I WATER DISCHARGE OPENING 796.02 N/A N/A 1.1955 w w w
�� � � GRATE PIPE 1.2260 1.48 1.8145 9.7281 10.00 � � �
o ° H-ICI-H (MINOR STORM EVENT) Culvert Friction Coefficient: 0.02 797.50 N/A N/A 1.2896
\ I -II 1.2981 0.50 0.6467 10.3748 10.50 0 0 0
\ 00 ♦ OUTLET PROTECTION TOP VIEW I I FLOAT Culvert Entrance Loss Coefficient: 0.90 798.00 N/A N/A 1.3066
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO
Discharge: 130.74 cfs o 0 0
VC VENT PIPE I STORM WATER THE WATER QUALITY g
DITCH NO. 15 I BOTTOM FPO D ' DISCHARGE DISCHARGE OPENING
\ + E .78 .50 1�
\ A t r _ ' OPENING o 0 0 0
-> u u u
\ OUTLET PIPE ° > > >
EMER13ENCY SPILLWAY -
\ 'r CHU _ SECTION
A PRINCIPLE SPILLWAY I - H LEXIBLE HOSE L = 1.4 X DEPTH o N N
72" SQUARE CONCRETE i I- TO THE OVERFLOW
T \\ RISER W/TRASH RACK I_ MINIMUM LENGTH APPLIES EMERGENCY SPILLWAY DETAIL o N
AND 105 FT OF 42 IN. CMP WATER ENTRY UNIT ( I I ;--- CHUTE SECTION
SCHEDULE 40 PVC PIPE
(BARREL OR ARM) N.T.S.
\ ST-11 = _ -- ---- - 1.00ft. Freeboard
I \ 1 END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF 30.21 ft.
SKIMMER BECOMING STUCK DRAWN BY T. R. EVANS 10/10 1 0 1
$© ® J. W. FAIRCLOTH & SON INC. 2 2
EAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM 25.00ft. -
TELEPHONE: [phone]
1 STRUCTURE 0.30ft.
8 4 EMAIL: [e-mail]
ACCESS ROAD Channel Design (Non-Erodible) Channel Slope: 21.8000
Skimmer Design-Sediment Basin SB-4 Manning's n of Channel: 0.0175
/ CZ \ , Channel Type: Trapezoidal, Equal Side Slopes
B 1 I Dimensions: Left Side Slope 2.00:1 Discharge: 129.88 cfs
Required Drawdown Time 3 days Right Side Slope 2.00:1 Depth of Flow: 0.30 feet
r z
Drawdown Rate 51,840 cf/day
Base Dimension: 25.00 Velocity: 16.78 fps
�
PLAN VIEW : SEDIMENT BASIN NO. 4 Skimmer Size 6 in Wetted Perimeter: 26.35 Channel Lining: Grouted Rock Rip Rap
Head on Skimmer 0.417 ft Area of Wetted Cross Section: 7.74 Freeboard: 1.00 feet
SCALE: 1" = 50'
Calculated Orifice Size 3.404 in
Orifice Diameter(1/4 inch increments) 3.25 in N o
Actual DewateringTime 3.42 days Y Q N �
w Q Q a
850 EXISTING GROUND 850 CUTOFF TRENCH ,Required Volume 53,946 cf o RISER BUOYANCY CALCULATION
z
Q25 HWD EL. 795.02 NORMAL POOL EL. 793.02 EXISTING GROUND (ABUTMENTS) ~ N
50% CLEAN OUT EL. 790.50 Demonstrate adequate stability by showing the downward force is a z w J � o
2 SKIMMER FILL MATERIAL 2' MAXIMUM IF minimum of 1.25 times the upward force. LL Q w 3: U < Q o w
NOT CUT TO TRASH RACK RISER DETAILS 14 ft. o o o UU L_
800 14 ft. 1a ft.�REST 798.0 800 EL. 798.00 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
BEDROCK SKIMMER
1-FREEBOARD-- - -------- - � - 0❑❑❑❑00❑❑❑❑00❑❑❑❑� 72" Square Concrete Riser
3.0% EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.796.0
BOTTOM EL. 787.50 1 � _ NORMAL POOL EL. 793.02 0❑❑❑❑��❑❑❑❑�0❑❑❑❑� � Height=Approximately 6'
CLASS B STONE 1V 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1-FREEBOARDMIN. 2 2 Weight- 15,220 lb
OUTLET PROTECTION
750 750 EXISTING GRADE 1 F 1 Where:
2'
SUITABLE EARTHEN MATERIAL
0+00 0+50 1+00 1+50 2+00 2+5Q 3+00 3+50 4+00 COMPACTED TO 95% OF STANDARC 50% CLEANOUT EL. 790.50 \ Riser Weight= 15,220 lb () a
\ PRINCIPLE SPILLWAY 72 SQUARE \ \\ \ \ \ \ \\�\ \ \ \ \ \ \\\\\\\\\ \ \ \ \\�\ \\ \ \ \ \ \\ \ �\ \ Weight of Concrete Base = (Length x Width x Depth)x Unit Z J
Cross Section A-A' 72" SQUARE CONCRETE RISER WITHIN ±22% OPTIMUM MOISTURE 4'X 4'X 1' CLASS B STONE CONCRETE \ \ \� �� \���� �� �� �\ �\ \� \ \ \ Wei ( g p ) Z Z J
W/TRASH RACK AND 105 FT OF 42" CMP CONTENT RISER 42" DIA BARREL CMP \ \ \ \ \ \ \ \ \\\ Weight of Concrete
g Scale: 1" = 50' 1' I 5.52' � Q � � W
0 0 0 0 0 0
CUTOFF TRENCH DETAIL --- -------I \� ��\��\�� ��\��\�`�\��\\��\�`� \\ \� \��s�\�\�� � � \� Weight of Concrete Base - (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft - 3675 lb
N.T.S. ° a ° a � � Wel - 3 - Z Q 0 0
BOTTOM OF POND EL. 787.50 a ° �°
Structure Weight = 15,220 lb + 3675 lb = 18895 lb J V Z J
LU
_A_ STABILIZED OUTLET O
ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH Buoyancy= Displacement Volume of Riser x 62.4 lb/ft' Z M
ELEVATION VIEW Q V5 O
Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 Ib (,� O Q W
N.T.S. � Z m IL
Force (structure weight) > 1.25 x Upward Force (buoyancy) _ H in
Z
ANTI-FLOTATION BLOCK (IF APPLICABLE)
72" SQUARE CONCRETE RISER 18895 lb > 13,478.4 lb x 1.25 = Z
18895 Ib Z> 16,848 Ib W a
850 EXISTING GROUND 850 ° d m J O
Q25 HWD EL. 795.02 ° ° A ° Q W
NORMAL POOL EL. 793.02 a °
50% CLEAN OUT EL. 790.50 ° 4 NOTES Z Z W ;
-- ° 1. Portland cement concrete (type II recommended)for the inlet base 0 Z
- �_ shall have a minimum compressive strength of 4,000 psi. 2 0 a
800 14 ft. - - �I I� 1a ft. 800 a \ \ corrugated aluminum or aluminized steel pipe is used, all 0 J
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ \\ 2 Where ho do b---------- areas w ere t e pipe is e in contact with concrete shall be painted with W 0-
BOTTOM EL. 787.50 - - - - - - - - - a
6-4' T-0" a black bituminous enamel paint. a
14 FT ACCESS °
CREST EL. 798.00
750 750 d ° ° I hereby certify that this document was +''` �ARI''�,
BARREL CMP prepared by me or under my direct personal ;`�¢ �'.s... ..
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 ° ° supervision and is correct to the best of my
knowledge and belief and that I am a duly a SEAL
Cross Section B-B licensed Professional Engineer under the 048820 : c� SHEET NUMBER
Scale: 1" = 50' ° laws of the State f North Carolina.
PLAN VIEW (Signature)
N.T.S. Date: 01/25/2023 ����►rii��t��'' 02CO-0008

EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
70.00 Stage Storage Curve
ssV����y SB-14 z
Z :)
1.00 ft H
1.00ft. Freeboard 10 J
/ 798.00 798. 0GTI
797.00
62.00
�A� Channel Design (Non-Erodible) Channel Slope:Channel:
796.00
IC �� MER ENC SPILLWAY(796.00)
-g3 �� Manning's n of Channel: 0.0175
CS � Channel Type: Trapezoidal, Equal Side Slopes 795.00 Uj Dimensions: Left Side Slope 2.00:1 Discharge: 167.01 cfs J
Right Side Slope 2.00:1 Depth of Flow: 1.00 feet SEDIMENT BASIN NO. 14 PRINCIPLE SPILLWAY � 794.00
\,\b .� Base Dimension: 62.00 Velocity: 2.61 fps c 793.00
® Outflow g
Wetted Perimeter: 66.46 Channel Lining: Grouted Rock Rip Rap "-
Area of Wetted Cross Section: 63.87 Freeboard: 1.00 feet PR NCIP L SPI LwA 792 50
Total Discharge: 166.93 cfs 792.00
Water Surface Elevation: 794.13 ft U
Tailwater Elevation: 0.00 ft 791.00 , o
EMERGENCY SPILLWAY DETAIL Detention Base Elevation: 0.00 ft 0 790.00
f 0,6
� CHUTE SECTION Outlet#1: Sediment Basin 14 Principle Spillway, Drop Pipe
/ ♦ . N.T.S. Riser Top Elev. 792.50 ft 789.00
� 0 �
N
T ♦ �(0 49.75 Riser Base Elev: 788.00 ft 788.00
f L
♦ Riser Length: 72.00 in
♦ / 1 1 0� ?Ift. Freeboard Riser Width: 72.00 in 787.00
♦ 2 2 f Orifice Coefficient: 0.50 Q
♦ i' 45.00 ft. Weir Coefficient: 3.33 786.00
BOTTOM OF POND ♦ Culvert Length: 80.00 ft 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
/
X / EL.788.00 ♦ Channel Design (Non-Erodible) Channel Slope: 50.0000 Culvert Diameter: 48.00 in •♦ Manning's n of Channel: 0.0175
♦ / / Culvert Invert In: 786.00 ft Accumulative Storage (Acre-Ft) •
Channel Type: Trapezoidal, Equal Side Slopes >
/+ / ♦ // Dimensions: Left Side Slope 2.00:1 Discharge: 166.96 cfs Culvert Friction Coefficient: 0.01
Right Side Slope 2.00:1 Depth of Flow: 0.19 feet Culvert Entrance Loss Coefficient: 0.90
/ ♦ �C�j POROUS BAFFLES (TYP.) Base Dimension: 45.00 Velocity: 19.57 fps Storage volume computations
♦
Qj Wetted Perimeter: 45.84 Channel Lining: Grouted Rock Rip Rap Discharge: 166.93 cfs SEDIMENT BASIN NO.14 M co
k / ♦ Area of Wetted Cross Section: 8.53 Freeboard: 1.00 feet
/ ♦ ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
♦ /
♦ /
(ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
(ac) (ac-ft) (ft)
♦ 850 850 786.00 N/A N/A 1.1502
♦ SKIMMER o 788.00 N/A N/A 1.2357 1.1930 2.00 2.3697 2.3697 2.00
♦ 50/o CLEAN OUT EL. 790.3 1.2792 2.00 2.5415 4.9112 4.00 N N N
NORMAL. POOL EL. 792.5 EXISTING GROUND 790.00 N/A N/A 1.3226 Z Z Z
♦♦ Q25 HWD EL. 794.13 790.30 N/A N/A 1.3360 1.3293 0.30 0.3988 5.3100 4.30
/
1 o
.3672 1.70 2.3184 7.6283 6.00
50%CLEAN OUT EL. 790.3 CLASS B STONE � 792.0o N/A N/A 1.4118 0 0 0
1 1.4232 0.50 0.7116 8.3400 6.50
} 14 ' WIDE CREST 798.0 2' 792.50 N/A N/A 1.4347 1.4576 1.50 2.1859 10.5259 8.00 M M M
♦ / / _ /� 800 794.00 N/A N/A 1.5033 w w w
800 _
/
NORMAL POOL EL. 792.5 - / � 796.00 N/A N/A 1.5973 1.5503 2.00 3.0826 13.6084 10.00/ 1.6413 2.00 3.2732 16.8816 12.00 � a a a
o - 798.00 N/A N/A 1.6852 0
/ \ 2.50/o BOTTOM EL. 788.0 V14 'WIDE CREST 798.0 N W W W
` SKIMMER / PRINCIPLE SPILLWAY Uj U
PRINCIPLE SPILLWAY 750 ANC 80'OF 49" RAP ETE RISER\N/TRASH RACK
\ N o
/ n N \ M
+ / 72 SQUARE RISER W/TRASH RACK 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 o N N
AND 80 FT OF 48 IN CMP
+ EMERGENCY SPILLWAY B; / / Cross Section A-A z N M
� o
LEVEL CONTROL SECTION EL. 796.0 x Scale: 1" = 50'
CUTOFF TRENCH
EMERGENCY SPILLWAY
OUTLET PR( f TION_ CHUTE SECTION - 850 850
EXISTING GROUND (ABUTMENTS)
Q25 HWD EL. 794.13 50% CLEAN OUT EL. 790.3 NORMAL POOL EL. 792.5
x
14 WIDE CREST 798.0 FILL MATERIAL
'
2' MAXIMUM IF NOT CUT TO BEDROCK Required Drawdown Time 3 days
T1 Drawdown Rate 51,840 cf/day
800 ? 800 - - - - - - - - -
i Skimmer Size 6 in
BOTTOM EL. 788.0 1 Head on Orifice .404 ft
3
�k Calculated Orifice Size .404 in
14'WIDE CREST 798.0
Orifice Diameter(1/4 inch increments) 5 in
750 750 2 Actual DewateringTime 3.01 days
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD Required Volume 112,371 cf
Cross Section B-B' PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
PLAN VIEW : SEDIMENT BASIN NO. 14
Scale: 1" = 50' CUTOFF TRENCH DETAIL CONTENT
N Z O
O
SCALE: 1" = 50' o o I-_
N.T.S. Y a N a
w Q M 00 Q
RISER BUOYANCY CALCULATION
RISER DETAILS 1 14 ft. o
WATER ENTRY UNIT TRASH RACK Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times Z z I,.I r, o
WITH TRASH SCREEN GENERAL NOTES: EL. 798.00 the upward force. 0 W J 7 z
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE SKIMMER 1'FREEBOARD w < = Q v 0 Ljj
J
PIPE. O❑❑❑❑� ❑❑❑❑�O❑❑❑❑� D D U D V) a �
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.796.0 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 0❑❑❑❑aa❑❑❑❑a0❑❑❑❑a
00000000o CONDITIONS WARRANT A CHANGE. NORMAL POOL EL. 792.5 1'FREEBOARD MIN.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. = I I 2 2 72" Square Concrete Riser
° 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION I I 1 I� 1 Height =Approximately 5' (0.5' below grade)
INSTALLED. EXISTING GRADE I E I I Weight= 13,270 Ib
ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE I CONCRETE I g
HORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. 50% CLEANOUT EL. 790.3 I RISER
CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT I 4.5' I \ Where:
MANNER. \� \ \� \\ \ \ \ \ \ \ _
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 4'X 4' X V CLASS B STONE I I \ \ \ \ \ \ \ \ \ \� ���� �\ \\\� \ \ Riser Weight- 13,270 Ib
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. 1, ' ° _ 48" DIA BARREL CMP \ v
SCHEDULE 40 PVC PIPE --� �- - \ \\�\ \ \�\ \ \ Z Z J
(BARREL OR ARM) ARTHEN EMBANKMENT \ \ \\\ \ \\\ \ \ Weight of Concrete Riser Fill = (Length x Width x Depth)x Unit Weight of Concrete -1MAXIMUM HEIGHT OF FLOAT WHEN NO ° ° ° d
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE BOTTOM OF POND EL. 788.0 Q < ° ° ° A. Weight of Concrete Riser Fill = (6 ft x 6 ft x .5 ft)x 150 lb/ft' = 2,700 Ib Cn
OPENINGS EXIST d
°
LEXIBLE HOSE (MAJOR STORM EVENT) ° d � W
° ° °. ° Q
a ° d °
STABILIZED OUTLET Structure Weight= 13,270 Ib + 2,700 Ib = 15,970 Ib Z
FLOAT ANTI-FLOTATION RISER FILL ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH J V O W
INVERT OF LOWEST STORM PVC VENT (IF APPLICABLE) ELEVATION VIEW Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 0 = Z J
-_
GRATE WATER DISCHARGE OPENING PIPE N.T.S. W � �
HII H (MINOR STORM EVENT)
Buoyancy= 162 ft'x 62.4 lb/ft' = 10,108.8 Ib
-11 _ Y
TOP VIEW -I I I - FLEXIBLE HOSE MUST BE LOAT Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) V Z Q a
SECURELY FASTENED To 72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK IF APPLICABLE
PVC VENT PIPE I STORM WATER THE WATER QUALITY ( ) m
I DISCHARGE I DISCHARGE OPENING
15,970 Ib > 10,108.8 Ib x 1.25 0
OPENING d ° 15,970 Ib > 12,636 Ib = Z Z I
° °
°
OUTLET PIPE
� I 9
- r-- - e d °, e ° d
I I °
i
1 I
J O
;• ;; - LEXIBLE HOSE A ° NOTES F- V Q
LU
H L = 1.4 X DEPTH °
I- TO THE OVERFLOW d \\ �\\\� \ \ 1. Portland cement concrete (type II recommended)for the inlet base O Z Z
I- MINIMUM LENGTH APPLIES ° shall have a minimum compressive strength of 4000 psi.1 I I 60 7 011
O
WATER ENTRY UNIT i i I I I SCHEDULE 40 PVC PIPE 2. Where corrugated aluminum or aluminized steel pipe is used, all 0 J
(BARREL OR ARM) e \� \ \\ areas where the pipe is to be in contact with concrete shall be painted with
-
° a black bituminous enamel paint. a < 0-
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO ° ° ° BARREL CMP
MINIMIZE CHANCE OF d ° ° ° ° ° ° 1 hereby certify that this document was CI`5
(NO SCALE) SKIMMER BECOMING STUCK ' ° ° ��rr�rni'
DRAWN BY T. R. EVANS 10/10 d ° yti .� Rp
° ° d ° ° d°. prepared by me or under my direct personal ¢ •� ......
FAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET W. FAIRCLOTH & SON INC. ° d v
J.
W.FAIRCLOTHSKIMMER.INC ° supervision and is correct to the best of my •'0 4;• ' r
TELEPHONE: [phone] knowledge and belief and that I am a duly SEAL '-7
STRUCTURE FAX: [phone] licensed Professional Engineer under the - C SHEET NUMBER
EMAIL: WARREN�FAIRCLOTHSKIMMER.COM PLAN VIEW g
N.T.S. laws of the State f North Carolina. -
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(Signature)
Date: 01/25/2023 ���+rfi r<<>>>'` 02CO-GO09

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1 y knowledge and belief and that I am a duly _ � SEAL { :F
licensed Professional Engineer under the - = -64� 20 0 40 80 120
= = ��
laws of the State of North Carolina SHEET NUMBER�y� � �•;•�
(Signature)
Date: 01/25/2023 'r�'''g�� 't�+�+ SCALE 1"-40' 02CO-GO10

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_ TRENCH 70'-0" MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT 0
CONDITION GRANULAR STRUCTURAL BACKFILL CONDITION w
8.0' BACKFILL WIDTH low 8.0' BACKFILL WIDTH
SEE NOTE #1 SEE NOTE #1
FILL MATERIAL ABOVE 7 6
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CL 1.0 STANDARDS AND DEFINITIONS 2.0 GENERAL CONDITIONS (CONTINUED)
REINFORCED CONCRETE
FOOTING SPAN 1.1 STANDARDS - All standards refer to the current ASTM/AASHTO 2.3 Prior to bidding the work the Contractor shall examine, investigate and
edition unless otherwise noted. inspect the construction site as to the nature and location of the work,
a
and the general and local conditions at the construction site, including
SECTION1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for without limitation, the character of surface or subsurface conditions
Fleld-Bolled Pipe, Pipe-Arches and Arches" and obstacles to be encountered on and around the construction site w
(AASHTO Designation M-167). and shall make such additional investigation as he may deem o
necessary for the planning and proper execution of the work. w
1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12 l
Division I - Design, AASHTO LRFD Bridge Design Specifications If conditions other than those indicated are discovered by the C, m
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS Section 12. Contractor, the Owner shall be notified immediately. The material > a N
which the Contractor believes to be a changed condition shall not be w
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES: 1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26 w
disturbed so that the owner can investigate the condition. N
SATISFACTORY BACKFILL MATERIAL PROPER PLACEMENT AND COMPACTION ARE KEY Division II - Construction. AASHTO LRFD Bridge Construction N o
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED Specifications - Section 26. ASTM A807. Standard Practice for 2.4 The construction shall be performed under the direction of the Engineer. N
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY. Installing Corrugated Steel Structural Plate Pipe.
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT z "
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN 2.5 All aspects of the structure design and site layout including foundations,
TRACTOR (D-4 OR LIGHTER) EQUIPMENT. MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL 1.2 DEFINITIONS backfill and treatments and necessary scour consideration shall be
NOTES MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE performed by the Engineer.
1.2.1 Owner - In these specifications the word "Owner" shall mean
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE PIEDMONT LITHIUM CAROLINAS, INC.
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED 3.0 ASSEMBLY AND INSTALLATION
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL. 1.2.2 Engineer - In these specifications the word "Engineer" shall mean the
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8" Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC. 3.1 Bolts and nuts shall conform to the requirements w ASTM The single radius
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY. arch structure shall be assembled in accordance with the pllateate layout drawings
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A provided by the Manufacturer and per the Manufacturer's recommendations.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED 1.2.3 Manufacturer - In these specifications the word Manufacturer
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180. FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE PATRICK IMHOF. Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs.
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON-WOVEN
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN 1.2.4 Contractor - In these specifications the word "Contractor" shall 3.2 The single radius arch structure shall be installed in accordance with the plans and
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND SITU MATERIAL. mean the firm or corporation undertaking the execution of any specifications, the Manufacturer's recommendations, and AASHTO Standard
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE installation work under the terms of these specifications. Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO
THE STRUCTURE. NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED LRFD Bridge Construction Specifications - Section 26.
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER 1.2.5 Approved - In these specifications the word "approved" shall
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING refer to the approved of the Engineer or his designated 3.3 Trench excavation shall be made in embankment material that is structurally
COMPACTION METHODS AND EQUIPMENT. MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS adequate. The trench width shall be shown on the plans. Poor quality in situ
representative.presentative. N z
(HEAVIER THAN D-4) embankment material must be removed and replaced with suitable backfill as J 0 o
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT 1.2.6 As Directed - In these specifications the words "as directed" shall directed by the engineer. Q 1- U a
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APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH refer to the directions to the Contractor from the Owner and his w Q 1E CO Q U
STRUCTURE. designated representative. 3.4 The structure shall be assembled in accordance with the Manufactures's instructions. o
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION, All plates shall be unloaded and handled with reasonable care. Plates shall not be o z
LL 6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE REFERENCE AASHTO M-145 2.0 GENERAL CONDITIONS rolled or dragged over gravel rock and shall be prevented from striking rock or other J w 0
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE GROUP CLASSIFICATION A-1-a A-1-b hard objects during placement in trench or on bedding. w < Q Q 0
FIRST SEVERAL INCHES OF FILL OVER THE CROWN. 2.1 Any Installation provided herein shall be endorsed by the Engineer, � L � V' a
Sieve Analysis Percent Passing discrepancies herein are governed by the Engineer"s plans and 3.5 The structure shall be backfilled using clean well graded granular material. Backfill
No. 10 (2.000 mm) 50 max. ---- specifications. must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
lift shall be compacted to the specified density.
No. 40 (0.425 mm) 30 max. 50 max. 2.2 The Contractor shall furnish all labor, material and equipment and
perform all work and services except those set out and furnished by 3.6 If temporary construction vehicles are required to cross the structure, it is the
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1 No. 200 (0.075 mm) 15 max. 25 max. the Owner, necessary to complete in a satisfactory manner the site Contractor's responsibility to contact the Engineer to determine the amount of
preparation, excavation, filling, compaction, grading as shown on the additional minimum cover necessary to handle the specific loading condition.
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 % Atterberg Limits for Fraction Passing No.40 (0.425 mm) plans and as described therein. This work shall consist of all Z Z J
PER AASHTO T-180. Normal highway traffic is not allowed to cross the structure until the structure has Z -
Liquid Limits mobilization clearing and grading, grubbing, stripping, removal of g Y - J Q
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT existing material unless otherwise stated, preparation of the land to been backfilled. If the road is unpaved, cover allowance to accommodate rutting
YOUR LOCAL CONTECH REPRESENTATIVE. Plasticity Index 6 max. 5 max. be filled, filling of the land, spreading and compaction of the fill, and shall be as directed by the Engineer. Q W W
all subsidiary work necessary to complete the grading of the cut and Z Q 0 Q
Usual Materials Stone Fragment, fill areas to conform with the lines, grades, slopes and specifications. J V J
Modified from AASHTO M-145
Gravel and Sand This work is to be accomplished under the observation of the Owner 4.0 EROSION AND SEDIMENT CONTROL 0 �
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Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and 4.1 Construct Skimmer Basin or Sediment Trap as designed with temporary diversions. Q
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4.2 Construct temporary stream crossings as shown in general details. Z
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a. D � 0
4.3 As construction of the crossing progresses, construct, wattles, slope drains and = H 0 W
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for update temporary diversions to direct all runoff to designed Skimmer Basin or Z 0
Engineering Purposes (United Soil Classification System), for comparable soil groups. Sediment Trap. Upon completion of crossing, install permanent diversion ditches to J 0 V Q
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I hereby certify that this document was y+�,;� •CARO•,�,
prepared by me or under my direct personal f,
supervision and is correct to the best of my Q 'fl� 5rp :J
knowledge and belief and that I am a duly ZSEAL v�•=-7
licensed Professional Engineer under the = = 048820 SHEET NUMBER
laws of the State of North Carolina. •:
(Signature) f�,�� j+j!$ 1�, ,t+�•
Date: 01/25/2023 02CO-G011

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° `` Stage Storage Curve
g° / / '� EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 5
� �► LEVEL CONTROL SECTION
/ 855.00
N.T.S.
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1G NORMAL POOL E-851.48 ( 55.00) Z =
DITCH NO. 16 X 41.09 ft. 854.00
SLOPE DRAIN 0.52 ft. E ERGENCY SPILLWAY 853.48) � J
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DITCH NO. 16
$g� ` ,/+ Channel Design (Non-Erodible) 0 850.00
ACCESS AD / Outflow 1
Channel Type: Trapezoidal, Equal Side Slopes Total Discharge: 45.2490 cfs >
BOTT o�- + Dimensions: Left Side Slope 2.00:1 Water Surface Elevation: 852.48 ft W 849.00
45.00 / Right Side Slope 2.00:1 CLEAN OUT LEVEL(848.73)
Base Dimension: 35.00 Tailwater Elevation: 0.00 ft
/ Detention Base Elevation: 0.00 ft 848.00
SKIMME Wetted Perimeter: 37.34 F
Area of Wetted Cross Section: 18.89 Outlet#1: Sediment Basin 5 Principle Spillway, Drop Pipe 847.0050%CLEAN OUT EL. 848.7��'SLOPE DRAIN Riser Top Elev: 851.48 ftl Channel Slope: 0.1000 Riser Base Elev: 845.00 ftpPOROUS BAFFLES TYP. / Manning's n of Channel: 0.0175 846.00( y+ Riser Diameter: 72.00 in N
DITCH NO. 19 B /
Discharge: 32.19 cfs
Orifice Coefficient: 0.50 0
/ - - �� EMERGENCY SP - Depth of Flow: 0.52 feet Weir Coefficient: 3.33 845.00 -1 U)
A LEVEL CONT&OL ICON EL.-853.48 Velocity: 1.70 fps Culvert Length: 60.00 ft 0.00 0.50 1.00 1.50 2.00 2.50
/ Culvert Diameter: 30.00 in Q
------- X` + \ Channel Lining: Grouted Rock Rip Rap Culvert Invert In: 849.21 ft Accumulative Storage (Acre-Ft)
OUTLET PROTECTION EMERGENCY PI�]�yAY Freeboard: 1.00 feet Culvert Friction Coefficient: 0.02
/ CHUTE SEC Culvert Entrance Loss Coefficient: 0.90 '
� Storage volume computations • -• Q
/ PRINCIPL�fS�L�WAY
\72" SOeA`BF/ONCRETE RISER W/TRASH RACK Discharge: 45.25 cfs a
SEDIMENT BASIN NO.5 2
M 6V70F 30 IN. CMP
WATER ENTRY UNIT ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE ' Co
WITH TRASH SCREEN GENERAL NOTES: (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE (ac) (ac-ft) (ft)
/ ACCESS ROAD + 846 PIPE.
71 / / _ 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
a �+ ST-]09 CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 845.00 N/A N/A 0.1480
/ 0.1575 1.00 0.1539 0.1539 1.00
000000000 CONDITIONS WARRANT A CHANGE. 846.00 N/A N/A 0.1669
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 847.00 N/A N/A 0.1858 0.1763 1.00 0.1728 0.3267 2.00
PLAN VIEW : SEDIMENT BASIN NO. 5 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION 848.00 N/A N/A 0.2053 0.1955 1.00 0.1919 0.5186 3.00
ORIFICE OPENING INSIDE THE INSTALLED. 0.2127 0.73 0.1555 0.6741 3.73
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE 848.73 N/A N/A o.2201
SCALE: 1" = 50' HORIZONTAL TUBE WITH A 0.2154 0.27 0.0561 0.7302 4.00
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. 849.00 N/A N/A 0.2255
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 850.00 N/A N/A 0.2461 0.2358 1.00 0.2319 0.9621 5.00 >
>
MANNER. 0.2568 1.00 0.2528 1.2149 6.00 0 0 0
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 851.00 N/A N/A 0.2675
851.48 N/A N/A 0.2779 0.2727 0.48 0.1309 1.3458 6.48 - - -
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. 7
SCHEDULE 40 PVC PIPE o.2783 0.52 0.1433 1.4891 7.0o w w w
852.00 N/A N/A 0.2891 0 0 0
(BARREL OR ARM) ARTHEN EMBANKMENT 853.00 N/A N/A 0.3117 0 w w w
4 1.00 0.2962 1.7853
MAXIMUM HEIGHT OF FLOAT WHEN NO 0.3167 0.48 0.1520 1.9373 8.48 0
853.48 N/A N/A 0.3217
MERGENCY SPILLWAY
OTHER STORM WATER DISCHARGE 855.00 N/A N/A 0.3535 0.3326 1.52 0.5091 2.4464 10.00
Q25 HWD EL. 852.48 OPENINGS EXIST
FLEXIBLE HOSE (MAJOR STORM EVENT) w
900 900 FLOAT N
SKIMMER
50% CLEAN OUT EL. 848.73 INVERT OF LOWEST STORM o N N
NORMAL POOL EL. 851.48 -III-I WATER DISCHARGE OPENING PVC VENT
H I� GRATE PIPE EMERGENCY SPILLWAY DETAIL
I� II (MINOR STORM EVENT) CHUTE SECTION
�I 4 ft. 14 ft. TOP VIEW W FLOAT 7
850 CREST 855.0 850 -I - - - FLEXIBLE HOSE MUST BE N.T.S.
' SECURELY FASTENED TO
RM WATERTHE WATER QUALITY 1.5% VC VENT PIPE -I STODISCHARGE DISCHARGE OPENING
BOTTOM EL. 845.0 I OPENING Skimmer Design-Sediment Basin SB-5
EXISTING GROUND -
CLASS B STONE OUTLET PROTECTION - OUTLET PIPE--, 19.54 ft.
r-- 4 f Required Drawdown Time 3 days
800 800 ; �011Uft. Freeboard
0+00 0+50 1+00 1+50 2+00 - LEXIBLE HOSE 2 15.00 ft. 2 Drawdown Rate 9,774 cf/day
_ H L - 1.4 X DEPTH Skimmer Size 3 in
PRINCIPLE SPILLWAY I- TO THE OVERFLOW Head on Skimmer 0.2S ft
Cross Section A-A 72" SQUARE CONCRETE RISER ; I i MINIMUM LENGTH APPLIES Calculated Orifice Size 1.680 in
Scale: 1" = 50' W/TRASH RACK AND 60 FT OF 30" CMP WATER ENTRY UNIT r' ' i
:� SCHEDULE 40 PVC PIPE Channel Design (Non-Erodible) Channel Slope: 50.0000 Orifice Diameter(1/4 inch increments) 1.75 in
BARREL OR ARM Mannin s n of Channel: 0.0175
L----------- ( ) g Actual DewateringTime 3.78 days
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Discharge: 32.19 cfs
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - _ _ - Right Side Slope 2.00:1 Depth of Flow: 0.14 feet Required Volume 13,374 cf
(NO SCALE) MINIMIZE CHANCE OF Base Dimension: 15.00 Velocity: 15.59 fps
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10 Wetted Perimeter: 15.60 Channel Lining: Grouted Rock Rip Rap
E A I R C L 0 TH SKIMMER° DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHS MMER.COM Area of Wetted Cross Section: 2.06 Freeboard: 1.00 feet
900 - 900 STRUCTURE TELEPHONE:
FAX: [phone]
Q25 HWD EL. 852.48 EMAIL: [e-mail] oN o
v O
50% CLEAN OUT EL. 848.73 NORMAL POOL EL. 851.48
� of
o Y a N N
w Q Q a
RISER BUOYANCY CALCULATION
14ft. 14ft. RISER DETAILS 14ft.
850 21 - 850 TRASH RACK o o Z
EL. 855.00 Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w w U o
BOTTOM EL. 845.0 SKIMMER 1'FREEBOARD times the upward force. 3: U w J ❑ z
14 FT ACCESS U❑❑❑❑UL❑❑❑❑LU❑❑❑❑U
EXISTING GROUND �❑❑❑❑TF❑❑❑❑T�❑❑❑❑T EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.853.48 Downward Force structure weight) > 1.25 X Upward Force (buoyancy) o O Q w w
CREST EL. 855.00 NORMAL POOL EL. 851.48 U❑❑❑❑UU❑❑❑❑LU❑❑❑❑0 1'FREEBOARD MIN. ( g ) p
800 800 1 2 1 72" Square Concrete Riser
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 EXISTING GRADE RE Height =Approximately 7'
CONCRETE Weight= 17170 lb
50% CLEANOUT EL. 848.73 RISER
Cross Section B-B 6.48' �\ \�\\� \� \ \� \� \\�\\� \\ \� \\ Where:
Scale: 1" = 50' 4' X 4'X V CLASS B STONE \ \ \ \ \ \ \ \ \ \ \ \ \ \ Riser Weight= 17170 lb
30 DIA BARREL CMP Q
° 9
Weight of Riser Fill - (Length x Width x Depth)x Unit Weight of Concrete Z Z J
BOTTOM OF POND EL. 845.00 '^ Q
° d ° Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft)x 150 Ib/ft3 = 2700 lb V+ 0
° �
° ° d STABILIZED OUTLET Q W Lo LLI
ANTI-FLOTATION RISER FILL Structure Weight= 17170 lb + 2700 lb = 19870 lb Z Q o
(IF APPLICABLE) ELEVATION VIEW ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH _
Buoyancy Displacement Volume of Riser x 62.4 lb/ft' J V O W
N.T.S. y y = p 0 = Z J
CUTOFF TRENCH Buoyancy x= 252 ft3 62.4 Ib/ft3= 15725 Ib ~ Z M
Fn
Q � O
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) V O Q W
EXISTING GROUND (ABUTMENTS) 72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) Z m IL
° d � 19870 lb > 15725 lb x 1.25 ? � 0
Z Z
FILL MATERIAL ° d ° ° 19870 Ib > 19656 Ib
2' MAXIMUM IF NOT CUT TO BEDROCK ° = Z W a
- - - - - - - - - - - - -1- - d ~ _ �_
J
1 N ° ° d° NOTES 0 0 LLI
W
1. Portland cement concrete (type II recommended)for the inlet base O Z (n Z
6'-0" T-0" shall have a minimum compressive strength of 4,000 psi. O Z
2' \ \\\ \\\ 2. Where corrugated aluminum or aluminized steel pipe is used, all Q
\ \ \ \ \ \ areas where the pipe is to be in contact with concrete shall be painted with W (n a
SUITABLE EARTHEN MATERIAL d ° °
° a black bituminous enamel paint.
COMPACTED TO 95% OF STANDARD a
PROCTOR MAX. DRY DENSITY BARREL CMP a 0
d
WITHIN ±2% OPTIMUM MOISTURE °
d
I hereby certify that this document was y , CARp•�.
CUTOFF TRENCH DETAIL CONTENT ° ° ° ° ° a prepared by me or under my direct personal
N.T.S. sst•'
supervision and is correct to the best of my o
PLAN VIEW g y = ��� SEALg�
knowledge and belief and that I am a duly
licensed Professional Engineer under the - g4gg20 SHEET NUMBER
N.T.S. laws of the State Qf North Carolina.
(Signature) j+j!$ 1\�� +`�
Date: 01/25/2023 ��+r f„r,�,>>' 02CO-H 005

°pp g 8 Stage Storage Curve
EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 6
LEVEL CONTROL SECTION 852.00 Am
DITCH NO. 19 TOP OF STRU TUBE
/ N.T.S. (852.00) Z
SLOPE DRAIN
\ �$p 851.00
/ 41.35 ft. EMERGENCY S ILLWAY(850.41) 10 J
A $♦ 0.59 ft. A- s5o.00
FLUME �6p J�� 1 1.00ft. Freeboard C
♦I 849.00
2 2 Qa6p Epp / � 35.00 ft. J RINCIPAL SPILLW NY(848.51)
,��ti$5 ♦ /te S �
848.00
DITCH NO. 19 Uj
G S ♦ ACCESS ROAD le 0 847.00
/ SEDIMENT BASIN NO. 6 PRINCIPLE SPILLWAY >
SLOPE DRAIN � � 0) 846.00
/ w
OTTOM OF PO
EL.842.00 t Channel Design (Non-Erodible) Channel Slope: 0.1000 QUtfIOW CLEAN UT LEVEL(845.68)
4 N / / Manning's n of Channel: 0.0175 Total Discharge: 46.7834 cfs 845.00
SKIMMER IIC /te Channel Type: Trapezoidal, Equal Side Slopes Water Surface Elevation: 849.51 ft
o� CLEAN OUT EL. 845.68 Y p g 0
� 50% Dimensions: Left Side Slope 2.00:1 Discharge: 39.08 cfs Tailwater Elevation: 0.00 ft FI -
�
OR�� ���'�\ Right Side Slope 2.00:1 Depth of Flow: 0.59 feet Detention Base Elevation: 0.00 ft s44.00 U
ACCESS ROAD NO L POOL EL. 848.51 / Base Dimension: 35.00 Velocity: 1.84 fps
\� /\/ -- Outlet#1: Sediment Basin 6 Principle Spillway, Drop Pipe o
p p Y p p s43.00
DITCH NO. 20 � k / Wetted Perimeter: 37.63 Channel Lining: Grouted Rock Rip Rap N
� Riser Top Elev: 848.51 ft
X Area of Wetted Cross Section: 21.28 Freeboard: 1.00 feet Riser Base Elev: 842.00 ft oN
PRINCIPLE SPILLWAY Riser Diameter: 72.00 in 842.00 ,
B 72" SQUARE CONCRETE RISER W/TRASH RACK Orifice Coefficient: 0.50 0.00 0.60 1.20 1.so 2.4o s.00 3.6o a,
X AND 50 FT OF 30 IN. CMP Weir Coefficient: 3.33
i Accumulative Storage (Acre-Ft) Q
OUTLET PROTECTION o / Culvert Length: 50.00 ft •
EMERGENCY SPILLWAY '4 j Culvert Diameter: 30.00 in
POROUS BAFFLES (TYP.) i ICHUTE SECTION �'�� Culvert Invert In: 846.15 ft
Storage volume computations • .. Q
-� ♦ Culvert Friction Coefficient: 0.02
A' 10/ Culvert Entrance Loss Coefficient: 0.90 SEDIMENT BASIN NO.s 70
a�
EMERGENCY SPILLWAY f /000,
LEVEL CONTROL SECTION EL. =850.41 ` / ��')/ Discharge: 46.78 cfs ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE pp
+/ �- (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
(ac) (ac-ft) (ft)
/�- WATER ENTRY UNIT
WITH TRASH SCREEN GENERAL NOTES: 842.00 N/A N/A 0.2034
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 843.00 N/A N/A 0.2248 0.2141 1.00 0.2100 0.2100 1.00
PIPE. 844.00 N/A N/A 0.2463 0.2355 1.00 0.2315 0.4415 2.00
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 0.2574 1.00 0.2532 0.6946 3.00
PLAN VIEW : SEDIMENT BASIN NO. 6 00000000o CT AMOUNT O TI F TIME.
845.00 N/A N/A 0.2684 845.00 MODIFICATIONS MAY BE REQUIRED IF FIELD N/A N/A 0.2684 0.2762 0.68 0.1891 0.8837 3.68
CORD
SCALE: 1" = 50' 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 846.00 N/A N/A 0.2911 0.2798 0.32 0.0864 0.9701 4.00
' 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION 0.3027 1.00 0.2983 1.2684 5.00 w w w
847.00 N/A N/A 0.3143
INSTALLED. 0.3262 1.00 0.3217 1.5901 6.00
ORIFICE OPENING INSIDE THE 848.00 N/A N/A 0.3381 0 0 0
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE 0 0 0
---HORIZONTAL TUBE WITH A 0.3443 0.51 0.1756 1.7657 6.51
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. 848.51 N/A N/A 0.3505
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 0.3503 0.49 0.1701 1.9358 7.00
849.00 N/A N/A 0.3625 0 0 0
MANNER. 0.3750 1.00 0.3703 2.3061 8.00
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 850.00 N/A N/A 0.3875
Q25 HWD EL. 849.51
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. 850.41 N/A N/A 0.3971 0.3923 0.41 0.1608 2.4669 8.41 0
852.00 N/A N/A 0.4342 0.4108 1.59 0.6562 3.1231 10.00 >
NORMAL POOL EL. 848.51 SCHEDULE 40 PVC PIPE > >
900 900 (BARREL OR ARM) ARTHEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO
PRINCIPLE SPILLWAY MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
50% CLEAN OUT EL. 845.68 72" SQUARE CONCRETE RISER OPENINGS EXIST a o
W/TRASH RACK AND 50 FT OF LEXIBLE HOSE (MAJOR STORM EVENT) o N N
SKIMMER 30" CMP FLOAT EMERGENCY SPILLWAY DETAIL
14ft. 1 f. CHUTE SECTION "
850 _ _ ___ _ CREST 852.0 850 INVERT OF LOWEST STORM PVC VENT N.T.S.
2'7 21 1.5% -III-I GRATE WATER DISCHARGE OPENING PIPE
BOTTOM EL 842.0 HMI± H I (MINOR STORM EVENT)
TOP VIEW 11 FLOAT
CLASS B STONE /� EXISTING GROUND FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO 1961 ft.1 � � .
VC VENT PIPE STORM WATER T HE WATER QUALITY Skimmer Design -Sediment Basin SB-6
55 ff A-
800 OUTLET PROTECTION 800 1 DISCHARGE DISCHARGE OPENING 1 1 01.00tft. Freeboard
OPENING
0+00 0+50 1+00 1+50 2+00 2+50 Required Drawdown Time 3 days
_ OUTLET PIPE r__ _ 2 15.00 ft. 2 Drawdown Rate 20,109 cf/day
Cross Section A-A Skimmer Size 4 in
Scale: 1" = 50' _
----'- ' - LEXIBLE HOSE Head on Skimmer 0.333 ft
H L = 1.4 X DEPTH Calculated Orifice Size 2.242 in
I- TO THE OVERFLOW Orifice Diameter(1/4 inch increments) 2.25 in
I- MINIMUM LENGTH APPLIES
' I Channel Design (Non-Erodible) Channel Slope: 50.0000 Actual Dewatering Time 3.45 days
WATER ENTRY UNIT ( ; ; I ;,--- SCHEDULE 40 PVC PIPE Manning's n of Channel: 0.0175
II ?' BARREL OR ARM
L;___________ _ _ _ _ _ _ _ _ _ _ ( ) Channel Type: Trapezoidal, Equal Side Slopes Required Volume 23,292 cf
- - - - - - - = - - -I Dimensions: Left Side Slope 2.00:1 Discharge: 39.06 cfs
Right Side Slope 2.00:1 Depth of Flow: 0.15 feet
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ = Base Dimension: 15.00 Velocity: 16.81 fps
NO SCALE MINIMIZE CHANCE OF
Q25 HWD EL. 849.51 � � SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10 Wetted Perimeter: 15.68 Channel Lining: Grouted Rock Rip Rap
900 NORMAL POOL EL. 848.51 900 Area of Wetted Cross Section: 2.32 Freeboard: 1.00 feet
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FAIRCLOTH & SON INC. 0
WWW.FAIRCLOTHSKI MM ER.COM
CD
50% CLEAN OUT EL. 845.68 STRUCTURE FAX: [phone] Y Q N � 0-
TELEPHONE: [phone] � J
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM
J z > --, cn
EXISTING GROUND Q
- --� ..
850 - 14 ft. �I 14 ft. 850 RISER BUOYANCY CALCULATION o Z m
U 0
- - -- - - - --- 21 RISER DETAILS 14 ft. Demonstrate adequate stability by showing the downward force is a minimum of 1.25 � w J ❑ z
TRASH RACK- n a w � Q 0 w
BOTTOM EL. 842.0 EL. 852.00 times the upward force. w o' = Q U o' J
14 FT ACCESS SKIMMER o 0 0 0 V' 2_ ``
1'FREEBOARD
CREST EL. 852.00 ❑❑❑❑0�❑❑❑❑L�❑❑❑❑0 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
�❑❑❑❑0�❑❑❑❑��❑❑❑❑� + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.850.41
800 800 NORMAL POOL EL. 848.51 1'FREEBOARD MIN. 72" Square Concrete Riser
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 2 2 Height=Approximately 7'
EXISTING GRADE ARE 1 F Weight= 17170 lb
B-B' I CONCRETE
Cross Section
50% CLEANOUT EL. 845.68 RISER Where:
Scale: 1" = 50' 1 6.51' �\��\��\��\��\��\��\��\��\\�\\\� \\� \� \� \� \ \\�\\\�\\\� \�\ t�
a
4'X 4'X V CLASS B STONE ------- \ \ \ \ \ Riser Weight = 17170 lb Z J
1, P a Q i 30" DIA BARREL CMP � Z
Weight of Riser Fill = (Length x Width x Depth)x Unit Weight of Concrete J Q
C 0 BOTTOM OF POND EL. 842.00 d a d a Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft)x 150 lb/ft'= 2700 lb Z Q 0
d Structure Weight = 17170 lb + 2700 lb = 19870 lb Q V STABILIZED OUTLET i W
ANTI-FLOTATION RISER FILL
ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH = Z J
(IF APPLICABLE) Buoyancy= Displacement Volume of Riser x 62.4 lb/ft' QW Z LL.
CUTOFF TRENCH ELEVATION VIEW
N.T.S. Buoyancy = 252 ft'x 62.4 Ib/ft3 = 15725 lb V O (n
EXISTING GROUND (ABUTMENTS) Z Q a
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) � m
72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) 0
_
FILL MATERIAL 19870 lb > 15725 lb x 1.25 ~ Z Z
2' MAXIMUM IF NOT CUT TO BEDROCK 19870 Ib 19656 Ib
Z LU Q
J = �_
1 N a 0 p LLI
1 a NOTES ZZ Z LU
d d Z
2 a a \\�\\\� 41ffiN \\\ 1. Portland cement concrete (type II recommended)for the inlet base Q
shall have a minimum compressive strength of 4,000 psi. Q
6-0" T-0" 2. Where corrugated aluminum or aluminized steel pipe is used, all 0 U J
SUITABLE EARTHEN MATERIAL areas where the pipe is to be in contact with concrete shall be painted with LLI Q 0-
COMPACTED TO 95% OF STANDARD a \ \�\ \\\\\\
PROCTOR MAX. DRY DENSITY a black bituminous enamel paint. a 0
d a
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT d BARREL CMP Y Y Y` ,�y\ CA�R�.''�
I hereby certify that this document was ,+ �
N.T.S. a prepared by me or under my direct personal
supervision and is correct to the best of my Q ;'fly al;•. i
a knowledge and belief and that I am a duly Q SEAL
licensed Professional Engineer under the = 048820 =
PLAN VIEW laws of the State of North Carolina. = SHEET NUMBER
(411
N.T.S. (Signature)Date: 01/25/2023 02C0-H006��'�+►r$i i ��'�. +

ACCESS ROAD �� $�� Stage Storage Curve
y �� V� SEDIMENT BASIN NO. 7
y DITCH NO. 20 POROUS BAFFLES(TYP.)
850.00
(OP0 00)STRUCTURE
SLOPE DRAIN A 849.00 F__
ACCESS ROAD 1
J
REST EL. 850.00 -
EMERGENCY SPILLWAY DETAIL 848.00 EMERGEN SPILLWAY(848.34)
LEVEL CONTROL SECTION
4
BOTTOM OF PO D N.T.S. 847.00 `
$ EL.840.00 In
846.00 PRINCIPAL PILLWAY 8 6.34
- o -roc-secs
56.6564 2
I CZ
SKIMMER $� 1 I\ 0 �0�'f%ft. Freeboard . 845.00
2 2 w
a�
844.00
50.00 ft. CLEA OUT LEVE (843.50)
843.00
\ PRINCIPLE SPILLWAY o
72" SQUARE CONCRETE RISER W/TRASH U
CREST OF POND + AND 54 FT OF 36 IN. CMP 842.00
�X EL. 850.00 A ' x Channel Design (Non-Erodible) Channel Slope: 0.1000 G
°J Manning's n of Channel: 0.0175 841.00
' N
50%CLEAN OUT EL. 843.50 1 + OUTLET PROTECTION Channel Type: Trapezoidal, Equal Side Slopes N
k Dimensions: Left Side Slope 2.00:1 Discharge: 68.22 cfs -
�- -� P 9 840.00
�+�+ Right Side Slope 2.00:1 Depth of Flow: 0.66 feet 0.00 0.60 1.20 1.80 2.40 3.00 3.60 4.20 4.80 5.40 0)
X�X NORMAL POOL EL. 8 .34 S4 Base Dimension: 50.00 Velocity: 2.00 fps • Q
� -
X.w � � � Wetted Perimeter: 52.97 Channel Lining: Grouted Rock Rip Rap Accumulative Storage (Acre-Ft)
O EMERGENCY SPILLWAY .�3 A +*% Area of Wetted Cross Section: 34.09 Freeboard: 1.00 feet
LEVEL CONTROL SECTION EL. 848.34- --�- Storage volume computations
\ .SEDIMENT BASIN NO.7 T'
a)
-----/ ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
m
EMERGENCY SPILLWAY j -_ (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
CHUTE SECTION (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
PLAN VIEW : SEDIMENT BASIN NO. 7 WATER ENTRY UNIT Skimmer Design-Sediment Basin SB-7 843.00 N/A N/A 0.4685 0.4530 1.00 0.4475 1.2504 3.00
WITH TRASH SCREEN GENERAL NOTES: 843.50 N/A N/A 0.4844 0.4764 0.50 0.2381 1.4885 3.50
SCALE: 1" = 50' 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 0.4844 0.50 0.2408 1.7293 4.00
844.00 N/A N/A 0.5003 Z Z Z
PIPE. Required Drawdown Time 3 days 0.5164 1.00 0.5108 2.2401 5.00 2
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 845.00 N/A N/A 0.5326 2
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD Drawdown Rate 20,109 cf/day 846.00 N/A N/A 0.5657 0.5491 1.00 0.5434 2.7835 6.00 0 0 0
00000000o CONDITIONS WARRANT A CHANGE. 0.5714 0.34 0.1943 2.9778 6.34
Skimmer Size 4 in 846.34 N/A N/A 0.5771 J J
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 0.5825 0.66 0.3824 3.3601 7.00 w w w
° ' 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION Head on Skimmer 0.333 ft 847.00 N/A N/A 0.5993 0 0 0
848.00 N/A N/A 0.6336 0.6165 1.00 0.6105 3.9706 8.00 w INSTALLED. 06390 034 02173 41879 834 w w
ORIFICE OPENING INSIDE THE Calculated Orifice Size 2.242 in . . . . .
Q25 HWD EL. 847.34 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE 848.34 N/A N/A 0.6445 o a a a
HORIZONTAL TUBE WITH A N
DISCHARGE END OF THE PIPE. 0.6657 1.66 1.1085 5.2964 10.00 w SO w
CONSTANT HYDRAULIC HEAD Orifice Diameter(1/4 inch increments) 2.5 in 850.00 N/A N/A 0.6977 > � � (n
900 NORMAL POOL EL. 846.34 900 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 0 5 5 5
Uj
MANNER. Actual DewateringTime 3.40 days � cr cur,
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT N
EXISTING GROUND SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. N N
SKIMMER SCHEDULE 40 PVC PIPE Required Volume 28,350 cf o N M
50% CLEAN OUT EL. 843.50 EMERGENCY SPILLWAY (BARREL OR ARM) ARTHEN EMBANKMENT
848.34 N
MAXIMUM HEIGHT OF FLOAT WHEN NO
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
850 14 ft. 850 OPENINGS EXIST o
- CREST 850.00 Z � N M
(MAJOR STORM EVENT) SEDIMENT BASIN NO. 7 PRINCIPLE SPILLWAY
2.� LEXIBLE HOSE EMERGENCY SPILLWAY DETAIL
BOTTOM EL. 840.0 FLOAT
CLASS B STONE OUTLET PROTECTION - INVERT of LowEST STORM CHUTE SECTION Outflow
- - GRATE WATER DISCHARGE OPENING PPVC PE VENT N.T.S. Total Discharge: 78.4987 cfs
Water Surface Elevation: 847.34 ft
800 800 H-1+1-H (MINOR STORM EVENT) Tailwater Elevation: 0.00 ft
- � FLOAT Detention Base Elevation: 0.00 ft
0+00 0+50 1+00 1+50 2+00 2+50 TOP VIEW �� FLEXIBLE HOSE MUST BE 29.6252
SECURELY FASTENED TO
Cross Section A-A' VC VENT PIPE STORM WATER THE WATER QUALITY Outlet#1: Sediment Basin 7 Principle Spillway, Drop Pipe
PRINCIPLE SPILLWAY 0.1
DISCHARGE DISCHARGE OPENING t
72" SQUARE CONCRETE RISER OPENING 1 1 1. ft. Freeboard Riser Top Elee 846.34 ft
Scale: 1" = 50' - -- T Riser Base Elev: 840.00 ft
W/TRASH RACK AND 54 FT OF 36" CMP � 2 _I 2 1
OUTLET PIPE--, 25.00 ft. Riser Length: 72.00 in
r = Riser Width: 72.00 in
Orifice Coefficient: 0.50
= ' - LEXIBLE HOSE Weir Coefficient: 3.33
H L = 1.4 X DEPTH Channel Design (Non-Erodible) Channel Slope: 50.0000 Culvert Length: 54.00 ft
TO THE OVERFLOW Manning's n of Channel: 0.0175 Culvert Diameter: 36.00 in
�- MINIMUM LENGTH APPLIES Channel Type: Trapezoidal, Equal Side Slopes Culvert Invert In: 842.87 ft
' Dimensions: Left Side Slope 2.00:1 Discharge: 68.24 cfs
WATER ENTRY UNIT
; SCHEDULE 40 PVC PIPE Right Side Slope 2.00:1 Depth of Flow: 0.16 feet Culvert Friction Coefficient: 0.02
u (BARREL OR ARM) Base Dimension: 25.00 Velocity: 17.25 fps Culvert Entrance Loss Coefficient: 0.90
900 900 I 1 - _ Wetted Perimeter: 25.70 Channel Lining: Grouted Rock Rip Rap Discharge: 78.50 cfs o Z o
Q25 HWD EL. 847.34 END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - - Area of Wetted Cross Section: 3.96 Freeboard: 1.00 feet N o
NORMAL POOL EL. 846.34 (NO SCALE) MINIMIZE CHANCE OF
50% CLEAN OUT EL. 843.50 SKIMMER BECOMING STUCK
EXISTING GROUND DRAWN BY T. R. EVANS 10/10 J Z \ (n
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
WWW.FAIRCLOTHSKIMMER.COM O I
RISER BUOYANCY CALCULATION Z
TELEPHONE: [phone] N
_ _ _ _ _ _ _ _ _ __ _ STRUCTURE FAX: [phone] w
85 14 ft. 85 0
EMAIL: [e-mail] Z Z
27 - 21 Demonstrate adequate stability by showing the downward force is a minimum of 1.25 c� �;; W Ld Z
BOTTOM EL. 840.0 times the upward force. w = Q
14 FT ACCESS RISER DETAILS 14 ft. in a w I--- Q o w
of of
0 0 U 0
CREST EL. 850.00 TRASH RACK EL. 850.00 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
800 800 SKIMMER V FREEBOARD
o❑❑❑❑oo❑❑❑❑oo❑❑❑❑0 72" Square Concrete Riser
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50
❑❑❑❑��❑❑❑❑��❑❑❑❑� EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.848.34 Height =Approximately 7'
NORMAL POOL EL. 846.34 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 V FREEBOARD MIN. Weight = 17,170 lb
Cross Section B-B' - I I 2 2
Scale: 1" - 50' EXISTING GRADE i i 1 F -1 1 Where:
Q
50% CLEANOUT EL. 843.50 CORISERTE i Riser Weight= 17,170 lb V Z J
I 6.34' I �\ \ \ \ \ \ \ \ \ \ \ \ \ Z
4'X 4'X 1' CLASS B STONE I I \ \ \ \ \ \� \ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete - J
F 36" DIA BARREL CMP \ cl O
1 I d� , - Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3= 3675 lb LLI
A. ° ° d Structure Weight= 17,170 lb + 3675 lb = 20845 lb V
BOTTOM OF POND EL. 840.00 d < a ° •• ° J Z J
° ° °d ° ° O -�
° d° . . d ° Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
LL
�CUTOFF TRENCH ANTI-FLOTATION RISER FILL
STABILIZED OUTLET Z
ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb V O (n 0
(IF APPLICABLE) ELEVATION VIEW Q
EXISTING GROUND (ABUTMENTS) N.T.S. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z m a
0
FILL MATERIAL 20845 lb > 13,478.4 lb x 1.25
2' MAXIMUM IF NOT CUT TO BEDROCK 20845 lb > 16,848 lb = Z Z
72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) Z LU a
- - J D M_
1 • . ° ° eA NOTES W
• ° • d
L1. Portland cement concrete (type II recommended)for the inlet base 0 Q Z
2' • ° d shall have a minimum compressive strength of 4,000 psi. Q
d ° " 2. Where corrugated aluminum or aluminized steel pipe is used, all 0 (n J
SUITABLE EARTHEN MATERIAL \ \ areas where the pipe is to be in contact with concrete shall be painted with W_ Q 0-
COMPACTED TO 95% OF STANDARD ° ' a black bituminous enamel paint.PROCTOR MAX. DRY DENSITY 6�-0° 7'-0' p a 0
WITHIN ±2% OPTIMUM MOISTURE °
CONTENT ° \ �\` \\�
CUTOFF TRENCH DETAIL I hereby certify that this document was
N.T.S. ° BARREL CMP prepared by me or under my direct personal ±` s5r f�.
d • supervision and is correct to the best of my � 'o� 0 J
d ° ° d • ° ° • ° ° ° a
i• • d d ° ° ° lcensled Professiolnal Engineer duly
SEAL 9� =�
d laws of the State f North Carolina.
= ': o4ss20 = �: SHEET NUMBER
PLAN VIEW
(signature) �f`'� $, 1�1�`�,•`'`�Date: 01/25/2023 02C0-H007����►r i i��t���'
N.T.S.

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000-
/ORMAL POOL Channel Design (Non-Erodible)
EL. 832.0 EMERGENCY SPILLWAY DETAIL Stage Storage Curve
�i Channel Type: Trapezoidal, Equal Side Slopes Sediment Basin No. 16
Oil* / \ t LEVEL CONTROL SECTION Dimensions: Left Side Slope 2.00:1 i
OF STRUCTURE
A N.T.S. Right Side Slope 2.00:1 836.00
TO
Base Dimension. 30.00 (83 .00) ~
0 � Wetted Perimeter: 34.21 835.00 � J
Area of Wetted Cross Section: 30.05
SLOPE DRAIN
37.77 ft.
B � � A- C
\ CS \ 1.00ft. Freeboard Channel Slope: 0.1000 834.00 EMERGENCY PILLW Y(834.06)
Manning's n of Channel: 0.0175 `
50%CLEAN OUT / I\ _ 0.94 ft. 833.00
EL. 830.2 , 2
� \ � 30.00 ft. Discharge: 74.01 cfs
\ Depth of Flow: 0.94 feet J
Velocity: 2.46 fps � 832.00 PRINCIPAL SPILLWAY(332.00) Uj
POROUS BAFFLES (TYP.) 5�
SKIMMER Channel Linin Grouted Rock Ri Ra 0
9� P P ,O 831.00
\// Freeboard: 1.00 feet coPRINCIPLE SPILLWAY 72" SQUARE CYe �
(9 CONCRETE RISER W/TRASH RACK L DITCH NO. W 830.00
AND 60 FT OF 36 IN. CMP / 42
/ B0 TOM OF PO
Channel Design (Non-Erodible)
�\ EL.828.00 _ - EMERGENCY SPILLWAY DETAIL s29.00 v
EMERGENCY SPILLWAY / \1 --- CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
LEVEL CONTROL SECTION EL. = 834.06 ��_ N.T.S. Dimensions: Left Side Slope 2.00:1 828.00
- Right Side Slope 2.00:1
Base Dimension: 25.00 827.00 N
Wetted Perimeter: 25.73 2
EMERGENCY SPILLWAY / Area of Wetted Cross Section: 4.16
CHUTE SECTION_X 8 6.00
\ ` -� \ r 29.66 ft. 0.16 ft. 0.00 0.60 1.20 1.80 2.40 3.00 3.60 4.20 4.80 5.40 6.00 Q
1� � �
1.00ft. Freeboard Channel Slope: 50.0000
OUTLET PROTECTION / \ 7� �\ ` Manning's n of Channel: 0.0175\, 2 25.00 ft. 2 Accumulative Storage (Acre-Ft)
-- �
Ifs - Discharge: 74.01 cfs Q
Depth of Flow: 0.16 feet Storage volume computations a
\ D Velocity: 17.81 fps ' a)
Channel Lining: Grouted Rock Rip-Rap SEDIMENT BASIN NO.16
Freeboard: 1.00 feet - -
fp ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
(ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
(ac) (ac-ft) (ft)
DITCH NO. 42 900 900
38 c� 826.00 N/A N/A 0.4004
/ (1 --- / / CJ 0.4171 1.00 0.4106 0.4106 1.00
I 50% CLEAN OUT EL. 830.2 827.00 N/A N/A 0.4338
- - - / 0.4504 1.00 0.4441 0.8548 2.00
� � EXISTING GROUND
828.00 N/A N/A 0.4670
�j / NORMAL POOL EL. 832.0 829.00 N/A N/A 0.5007 0.4839 1.00 0.4775 1.3323 3.00 � � �
DITCH NOS � Q25 HWD EL. 832.95 0.5179 1.00 0.5115 1.8437 4.00 - z z
CREST 836.00 830.00 N/A N/A 0.5351 w w w
SKIMMER 0.5386 0.20 0.1077 1.9514 4.20
830.20 N/A N/A 0.5421 >
850 - J - 850 0.5526 0.80 0.4383 2.3898 5.00 0 0 0
PLAN VIEW : SEDIMENT BASIN NO. 16 ------ 831.00 N/A N/A 0.5701
14 ft. 832.00 N/A N/A 0.605E 0.5878 1.00 0.5812 2.9709 6.00 71 71 �
SCALE: 1" = 50' OUTLET PROTECTION Z' s33.00 N/A N/A 0.6417 0.6237 1.00 0.6168 3.5878 7.00 0 0
0.6600 1.00 0.6531 4.2409 8.00 � a
1.67 0 2 834.00 N/A N/A 0.6784 w w w
BOTTOM EL. 828.00 834.0E N/A N/A 0.6804 0.6794 0.06 0.0408 4.2816 8.06 0 0 0 0
800 CLASS B STONE 800 836.00 N/A N/A 0.7467 0.712E 1.94 1.377E 5.6592 10.00 w w w
5 un un o
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w w w
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 N
0 N N
PRINCIPLE SPILLWAY Cross Section A-A'
SEDIMENT BASIN NO. 16 PRINCIPLE SPILLWAY 72" SQUARE CONCRETE RISER Scale: 1" - 50' CUTOFF TRENCH o
W/TRASH RACK z N
Outflow AND 60' OF 36" CMP
Total Discharge: 74.00 cfs EXISTING GROUND (ABUTMENTS)
Water Surface Elevation: 832.95 ft
Tailwater Elevation: 0.00 ft
Detention Base Elevation: 0.00 ft
FILL MATERIAL
2' MAXIMUM IF NOT CUT TO BEDROCK
Outlet#1:Primary Spillway, Drop Pipe
900 900
Riser Top Elev: 832.00 ft
Riser Base Elev: 828.00 ft
Riser Length: 72.00 in 50% CLEAN OUT EL. 830.2 NORMAL POOL EL. 832.0 1
Riser Width: 72.00 in 1
Orifice Coefficient: 0.50 Q25 HWD EL. 832.95 EXISTING GROUND Skimmer Design-Sediment Basin SB-16
Weir Coefficient: 3.33
Culvert Length: 60.00 ft
Culvert Diameter: 36.00 in 850 - 850 Required Drawdown Time 3 days 2'
Culvert Invert In: 828.00 ft Drawdown Rate 51 840 cf/day
Culvert Friction Coefficient: 0.02 2 14 ft. 14 ft. SUITABLE EARTHEN MATERIAL
Culvert Entrance Loss Coefficient: 0.90 �'7 ___ ____ __ T T1 Skimmer Size 6 in COMPACTED TO 95% OF STANDARD
Discharge: 74.00 cfs CREST 836.00 BOTTOM EL. 828.00 Head on Orifice 0.417 ft PROCTOR MAX. DRY DENSITY
Calculated Orifice Size 3.404 in WITHIN ±2% OPTIMUM MOISTURE
800 800 CUTOFF TRENCH DETAIL CONTENT
Orifice Diameter(1/flinch increments) 2.75 in
0+00 0+50 1+00 1+50 2+00 2+50 3+00 Actual DewateringTime 3.04 days N.T.S.
Cross Section B-B Required Volume 34,308 cf
Scale: 1" = 50'
N z �
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N O
= J
Y Q N
WATER ENTRY UNIT
WITH TRASH SCREEN GENERAL_ NOTES: m
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE RISER BUOYANCY CALCULATION \
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD Demonstrate adequate stability by showing the downward force is a minimum of 1.25 \ w J w
00000000o CONDITIONS WARRANT A CHANGE. times the upward force. �n Q w Q o w
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. RISER DETAILS 14 ft. o o o U cf
° 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION TRASH RACK
ORIFICE OPENING INSIDE THE INSTALLED. EL. 836.00 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
OR
OIFICE OP TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE SKIMMER 1'FREEBOARD
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. �❑❑❑❑ ❑❑❑ 72" Sq ware Concrete Riser
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 1111L] U0❑ �
MANNER. 11 11❑ �❑❑❑❑�0❑❑❑❑� + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.834.0E Height-4.0'
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT NORMAL POOL EL. 832.0777 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. Weight= 11,320 lb
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. - 2 2
SCHEDULE 40 PVC PIPE 1 1
(BARREL OR ARM) ARTHEN EMBANKMENT EXISTING GRADE ARE Where:
MAXIMUM HEIGHT OF FLOAT WHEN NO CONCRETE
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE 50% CLEANOUT EL. 830.2 RISER \ \ Riser Weight= 11,320 lb V
OPENINGS EXIST
�\ \ \ \ \ \ \\\ \ \ \ \ \\ \\ \ \ \ \` \` \` \` \\`\\` \\` \\ \\ \\ \ \\\ \\\\\ \\\ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete Z J J
LEXIBLE HOSE (MAJOR STORM EVENT) 4.0' \ \ \ \\ \ \\\ \ \\ \\ \\ \\ \ \\ \\ \\\ \ \ \\
FLOAT 4'X 4'X 1' CLASS B STONE 'p-----a--------�� \ \ \ \ \ Wei Q
1, ° ° 36 DIA BARREL CMP
PVC VENT __ ---_-- _�; \ :::0\\\\\\\\\\\\\\\\\\ \ \ \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3= 3675 lb Q �/ CO W
_ INVERT OF LOWEST STORM \\ \ \\ \\ \\ \\\ \ \\\ \ \
GRATE WATER DISCHARGE OPENING PIPE ° ° d Structure Weight = 11,320 lb + 3,675 lb = 14,995 lb � 11
(MINOR STORM EVENT) BOTTOM OF POND EL. 828.00 d ° d° ° ° °° ° J v O W
LOAT J
TOP VIEW FLEXIBLE HOSE MUST BE ° ° d Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 O = Z _
� - - STABILIZED OUTLET
SECURELY FASTENED TO W LL
VC VENT PIPE I ; STORM WATER ANTI-FLOTATION RISER FILL
� THE WATER QUALITY ANTI-FLOTATION BLOCK(IF APPLICABLE) CUT OFF TRENCH Z
DISCHARGEOPENING DISCHARGE OPENING (IF APPLICABLE) ELEVATION VIEW Buoyancy = 144 ft'x 62.4 Ib/ft3= 8985.6 lb V O 0
N.T.S. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z m a
OUTLET PIPE
14,995 lb > 8985.E lb x 1.25 _
_ ~ Z Z
LEXIBLE HOSE 72 14,995 Ib > 11,232 lb SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) Z Q
H L = 1.4 X DEPTH WJ
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
WATER ENTRY UNIT ( I ° ° ° °o d NOTES ~ 0 0 W
II n SCHEDULE 40APVC PIPE ° ° W '
i BARREL OR ARM) d
u---------- - ( ) ° O Z �1. Portland cement concrete (type II recommended)for the inlet base Z
shall have a minimum compressive strength of 4,000 psi. a
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - 1 1==1M= d \\ °\ \\\\ \\ \ 2. Where corrugated aluminum or aluminized steel pipe is used, all Q J
(NO SCALE) MINIMIZE CHANCE OF SKIMMER BECOMING STUCK areas where the pipe is to be in contact with concrete shall be painted with yj a a
6-0" 7'-0" a black bituminous enamel paint.
DRAWN BY T. R. EVANS 10/10 ° IO
J. W. FAIRCLOTH & SON INC.
EAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET
WWW.FAIRCLOTHSKIMMER.COM \ \ \
STRUCTURE TELEPHONE: [phone] ° ° y � CA l ,,,
FAX: [phone] I hereby certify that this document was , i'RIJr
EMAIL: [e-mail] � ,
BARREL CMP 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 SEAL =
licensed Professional Engineer under the - = 048820 SHEET NUMBER
laws of the State 9f North Carolina. 4►�
PLAN VIEW (Signature)N.T.S. Date: 01/25/2023 02C0-J004����►r i i �,���'

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1 hereby certify that this document was ''\A CAR�.
`r,
/ 1 / ♦ prepared by me or under my direct personal ,�`Y '� • ..
y supervision and is correct to the best of my -0..• a .ram J
/ / \ knowledge and belief and that I am a duly �:Q SEAL :F AERIAL VIEW
licensed Professional Engineer under the -
NA�-83 / \� i�— / laws of the State f North Carolina. 048820 40 80 120 SHEET NUMBER
-A,
♦ , \ (Signature) r'•r $. W ,�..
Date: 01/25/2023 02C0-K004
SCALE 1"=40'

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TRENCH 62'-0" MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT Q
CONDITION GRANULAR STRUCTURAL BACKFILL CONDITION
UJI
8.0' BACKFILL WIDTH owl 8.0' BACKFILL WIDTH
SEE NOTE #1 SEE NOTE #1
FILL MATERIAL ABOVE
MIN. COVER LEVEL OVERALL MA . HEIGHT OF
= o °� o
ER 8'-0" 0
----
1.0 STANDARDS AND DEFINITIONS U o > U
J 3.0 ASSEMBLY AND INSTALLATION Q L Q
Q -6 EEa o .L Q c
o 1.1 STANDARDS - All standards refer to the current ASTM/AASHTO 3 1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius L � °
BRIDGECOR w w edition unless otherwise noted. M ° �-0 ° -> 5
arch structure shall be assembled in accordance with the plate layout drawings -0 -0 .o - E, L
HORIZONTAL U Q p y p 0
Q � provided b the Manufacturer and per the Manufacturers recommendations.
ELLIPSE a � 1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for �_ L
TRENCH (45'-5" SPAN X 28'-0" RISE) U J Fleld-Bolled Pipe, Pipe-Arches and Arches" Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs. ° �
9 g pp q oMC: � .�
Ov w (AASHTO Designation M-167). `� ° E .2
WALL w w _ 76 �600 .2
+ p co3.2 The single radius arch structure shall be installed in accordance with the plans and 2 E .�
Q 1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12
, the Manufacturer's recommendations, and AASHTO Standard ° 6- E .�
0- Division I - Design, AASHTO LRFD Bridge Design Specifications >1 0 ° _ E
w w Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO E o CQ ° o
U Section 12. LRFD Bridge Construction Specifications - Section 26. ° Q ~
Q 1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26
3.3 Trench excavation shall be made in embankment material that is structurally
Division II - Construction. AASHTO LRFD Bridge Construction adequate. The trench width shall be shown on the plans. Poor quality in situ
NATURAL 8" LOOSE LIFTS Specifications - Section 26. ASTM A807. Standard Practice for
UNDISTURBED embankment material must be removed and replaced with suitable backfill as
EMBANKMENT Installing Corrugated Steel Structural Plate Pipe. directed by the engineer.
1.2 DEFINITIONS z z
3.4 The structure shall be assembled in accordance with the Manufactures's instructions.
0 0
1.2.1 Owner - In these specifications the word "Owner" shall mean All plates shall be unloaded and handled with reasonable care. Plates shall not be
PIEDMONT LITHIUM CAROLINAS, INC. rolled or dragged over gravel rock and shall be prevented from striking rock or other
hard objects during placement in trench or on bedding.
1.2.2 Engineer - In these specifications the word "Engineer" shall mean the 0
3.5 The structure shall be backfilled using clean well graded granular material. Backfill
SPAN Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC.
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
1.2.3 Manufacturer - In these specifications the word "Manufacturer" lift shall be compacted to the specified density. N
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
3.6 If temporary construction vehicles are required to cross the structure, it is the
SECTION PATRICK IMHOF. N
Contractor's responsibility to contact the Engineer to determine the amount of o
1.2.4 Contractor - In these specifications the word "Contractor" shall additional minimum cover necessary to handle the specific loading condition. z N
mean the firm or corporation undertaking the execution of any
installation work under the terms of these specifications. Normal highway traffic is not allowed to cross the structure until the structure has
been backfilled. If the road is unpaved, cover allowance to accommodate rutting
1.2.5 Approved - In these specifications the word "approved" shall shall be as directed by the Engineer.
refer to the approved of the Engineer or his designated
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS representative.
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES: 4.0 EROSION AND SEDIMENT CONTROL
1.2.6 As Directed - In these specifications the words "as directed" shall
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY refer to the directions to the Contractor from the Owner and his 4.1 Construct Skimmer Basin or Sediment Trap as designed with temporary diversions.
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY. designated representative.
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN 2.0 GENERAL CONDITIONS 4.2 As construction of the crossing progresses, construct wattles, slope drains and
TRACTOR (D-4 OR LIGHTER) EQUIPMENT. update temporary diversions to direct all runoff to designed Skimmer Basin or
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL NOTES MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE 2.1 Any Installation provided herein shall be endorsed by the Engineer, Sediment Trap. Upon completion of crossing, install permanent diversion ditches to
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE discrepancies herein are governed by the Engineer"s plans and direct all surface water runoff to applicable designed sediment structure.
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED specifications.
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL. 2.2 The Contractor shall furnish all labor, material and equipment and
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8" perform all work and services except those set out and furnished by N °
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY. z
the Owner, necessary to complete in a satisfactory manner the site w J
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A U, a w
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED preparation, excavation, filling, compaction, grading as shown on the J z z
FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE plans and as described therein. This work shall consist of all
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180.
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON-WOVEN mobilization clearing and grading, grubbing, stripping, removal of Z
3. MONITORING OF THE TWO RADIUS ARCH STRUCTURE IS REQUIRED GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN existing material unless otherwise stated, preparation of the land to z z w o
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND SITU MATERIAL. be filled, filling of the land, spreading and compaction of the fill, and Q w � Q o w
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF all subsidiary work necessary to complete the grading of the cut and w _ " L_
DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE � � " � `" a ``
THE STRUCTURE. NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED fill areas to conform with the lines, grades, slopes and specifications.
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER This work is to be accomplished under the observation of the Owner
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING or his designated representative.
COMPACTION METHODS AND EQUIPMENT. MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS
(HEAVIER THAN D-4). 2.3 Prior to bidding the work the Contractor shall examine, investigate and
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT inspect the construction site as to the nature and location of the work,
APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH and the general and local conditions at the construction site, including
STRUCTURE. without limitation, the character of surface or subsurface conditions V Q U)
and obstacles to be encountered on and around the construction site Z Z_ J
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION,6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE REFERENCE AASHTO M-145 and shall make such additional investigation as he may deem - J Q
H
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE GROUP CLASSIFICATION A-1-a A-1-b necessary for the planning and proper execution of the work. C 0Q W LU
FIRST SEVERAL INCHES OF FILL OVER THE CROWN. Sieve Analysis Percent Passing If conditions other than those indicated are discovered by the Z Q ID
Contractor, the Owner shall be notified immediately. The material J J
No. 10 (2.000 mm) 50 max. ---- which the Contractor believes to be a changed condition shall not be 0 = LV
disturbed so that the owner can investigate the condition. H Z
No. 40 (0.425 mm) 30 max. 50 max. Q Z
2.4 The construction shall be performed under the direction of the Engineer. („� 0
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1 No. 200 (0.075 mm) 15 max. 25 max. Z
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 % 2.5 All aspects of the structure design and site layout including foundations, _ 0
Atterberg Limits for Fraction Passing No.40 (0.425 mm) backfill and treatments and necessary scour consideration shall be 0
PER AASHTO T-180. Y H
Liquid Limits ---- ---- performed by the Engineer. Z
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT J 0
YOUR LOCAL CONTECH REPRESENTATIVE. Plasticity Index 6 max. 5 max. W
Stone Fragment, Z V
Usual Materials Gravel and Sand O Z
Modified from AASHTO M-145 O W
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and W Cl)
~
typically classified by AASHTO M-145 as A-3 Materials should not be used. _
a 0
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a.
++Iti11ri!!/
I hereby certify that this document was CA
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for prepared by me or under my direct personal ;�` � .• ••.ROB `-;
supervision and is correct to the best of my Q ;•�FESrp•••
Engineering Purposes (United Soil Classification System), for comparable soil groups. knowledge and belief and that I am aduly = �':Q g�'--
SEAL
licensed Professional Engineer under the = - 04882 = SHEET NUMBER
laws of the State f North Carolina.
� �• ti.
(Signature) f�,�� j+j!$ 1�,
Date: 01/25/2023 02CO-KO05

850 850
50% CLEAN OUT EL. 784.E NORMAL POOL EL. 787.0 Stage Storage Curve
EXISTING GROUND Sediment Basin No. 18 Z =
Q25 HWD EL. 790.10 N.T.S.OUTLET
14 ft. Access OUTLET PROTECTION 792.00 -
`3 CREST 792.0 TOP F STRUCTURE
800 SKIMMER 800 791.00 (792. ) Q J
?7 14 ft.
--- -� 790.00 0.11)
S.
1G A 2 z 78 EL.BOTTOM 2.0 1.25%
- � 789.00 Q
/ CLASS B STONE _j 78800
/ 750 750 Uj
OUTLET PROTECTION C:
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4 0 4+50 5+00 5+50
/ � \ .L:) 787.00 PRIN IPAL SPI LWAY(7 87.00) -
3 SLOPE DRAIN Cross Section A-A' \ PRINCIPAL SPILLWAY °' 786.00
72" SQUARE CONCRETE RISER W/TRASH RACK Lu
4 I \ Scale: 1" = 50' AND 80' OF 60" CMP 785.00
�-
C EAN OU LEVEL( 84.60) , CO
� V � 784.00
0
U
R 783.00
�X'' LOPE DRAIN G
`�, 850 850
782.00 N'
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 04
50%CLEAN OUT EL. 784.6 50% CLEAN OUT EL. 784.6 NORMAL POOL EL. 787.0 N
Accumulative Storage(Acre-Ft) n
I --------------
Q25 HWD EL. 790.10 CREST 792.0 Q
9 P
-
--------------
_ -- 800
Storage volume computations �
800 2 7
POROUS, BAFFLES (,TYP.) `tJ� � � y® - - - - - _ 2� Sediment Basin No.18
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE -• ;
\ BOTTOM EL. 782.0 (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
NORMAL POOL EL. 787.0 \ /
782.00 N/A N/A 1.9701 7
784.00 N/A N/A 2.0784 2.0243 2.00 4.0482 4.0482 2.00
+ 750 750 ' m
784.60 N/A N/A 2.1119 2.0951 0.60 1.2571 5.3053 2.60
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 786.00 N/A N/A 2.1901 2.1342 1.40 3.0111 8.3165 4.00
.SKIMMER � / 787.00 N/A N/A 2.2471 2.2186 1.00 2.2186 10.5350 5.00
788.00 N/A N/A 2.3041 2.2471 1.00 2.2753 12.8103 6.00
Cross Section U-U! 790.00 N/A N/A 2.4206 2.3624 2.00 4.7243 17.5347 8.00
790.11 N/A N/A 2.4272 2.4239 0.11 0.2666 17.8013 8.11
T M
PRINCIPLE SPILLWAY O OF POND / Scale: 1" = 50' 2.4805 1.89 4.6942 22.4955 10.00
72" SQUARE RISER W/TRASH RACK L O
79z.00 N/A N/A z.5ao4
AND 80 FT OF 60 IN CMP /
EMERGENCY SPILLWAY LEVEL
CONTROL SECTION EL. 790.11 T
4000,
o
RISER BUOYANCY CALCULATION �
w
RISER DETAILS 14 ft. 0 w
EMERGENCY SPILLWAY TRASH RACK Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times o 0
EL.792.00 N
b the upward force. �
CHUTE SECTION SKIMMER 1-FREEBOARD >
o❑❑❑❑oo❑❑❑❑01""[o EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.790.11 Downward Force(structure weight)>1.25 x Upward Force(buoyancy)
OUTLET PROTECTION NORMAL POOL EL.787.0 0❑❑❑❑0�❑❑❑❑�0❑❑❑❑0 1'FREEBOARD MIN.
72"Square Concrete Riser N
EXISTING GRADE 1 1 Height=Approximately 5' M
C SLOPE DRAIN ARE Weight=13,270 lb o N
CONCRETE
50%CLEANOUT EL.784.6 RISER \\ \ \ \\ Where: o L 9� 4'X 4'X V CLASS B STONE \�\ \\\\\\\ Riser Weight=13,270 lb z
/ 1, 60"DIA BARREL CMP
Weight of Concrete Base=(Length x Width x Depth)x Unit Weight of Concrete
OUTLET PROTECTION BOTTOM OF POND El 782.0 d a Weight of Concrete Base=(8 ft x 8 ft x.5 ft)x 150 lb/ft'=4,800 lb
j
STABILIZED OUTLET Structure Weight=13,270 lb+4,800 lb=18,070 lb
ANTI-FLOTATION RISER FILL ANTI-FLOTATION BLOCK(IF APPLICABLE) CUT OFF TRENCH
/ (IF APPLICABLE) ELEVATION VIEW Buoyancy=Displacement Volume of Riser x 62.4 lb/ft'
\ / N.T.S.
Buoyancy=162 ft'x 62.4 Ib/ft'=10,108.8 lb
�C) C Downward Force(structure weight)>1.25 x Upward Force(buoyancy)
72"SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK(IF APPLICABLE)
18,070 lb>10,108.8 lb x 1.25
�Q) a 18,070 lb>12,636 lb
'd
/ d NOTES
PLAN VIEW : SEDIMENT BASIN NO. 18 \\\ \ 1. Portland cement concrete(type II recommended)for the inlet base
shall have a minimum compressive strength of 4,000 psi.
SCALE: 1" - 50' 6-0" 7'-0^ 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 CMP
d °
PLAN VIEW N o
N.T.S. o o
N S J
Y Q U� a-
\ z > C
w Q : Q
EMERGENCY SPILLWAY DETAIL
0
LEVEL CONTROL SECTION Required Drawdown Time 3 days \ \ . w
N.T.S. Drawdown Rate 51,840 cf/day � Q w Q o w
w o- = Q U o' J
Skimmer Size 6 in o Ln IZ L_
A- Head on Orifice 0.417 ft
1 ^ i t1.00ft. Freeboard Calculated Orifice Size 3.404 in
v.89 .
2 Orifice Diameter(1/4 inch increments) 3.5 in
f- 115.00 ft - Actual Dewatering Time 3.35 days
Trapezoidal Channel Required Volume 61,254 cf
Equal Side Slopes
Channel Lining: Grouted Rock Rip-Rap Z Z
Z J
- J
Q
Channel Design (Non-Erodible) Wetted Perimeter: 118.97 Discharge: 254.17 cfs SEDIMENT BASIN NO. 18 PRINCIPAL SPILLWAY C 0 00 W
Area of Wetted Cross Section: 103.72 Depth of Flow: 0.89 feet Q
Channel Type: Trapezoidal, Equal Side Slopes Velocity: 2.45 fps Outflow Z Q 0
Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000 Total Discharge: 254.17 cfs V
Right Side Slope 2.00:1 Manning's in of Channel: 0.0175 Channel Lining: Grouted Rock Rip-Rap Water Surface Elevation: 789.10 ft J J
Base Dimension: 115.00 Freeboard: 1.00 feet Tailwater Elevation: 0.00 ft O Z
Detention Base Elevation: 0.00 ft LL
Z
Outlet#1: Primary Spillway, Drop Pipe V O 0) W
Riser Top Elev: 786.00 ft Z m a
Riser Base Elev: 781.00 ft
CUTOFF TRENCH Riser Length: 72.00 in
Riser Width: 72.00 in Z
Orifice Coefficient: 0.50 = Z Z Q
EMERGENCY SPILLWAY
EXISTING GROUND (ABUTMENTS) Weir Coefficient: 3.33 L J
CHUTE SECTION Culvert Length: 80.00 ft J 0
Culvert Diameter: 60.00 in LU
N.T.S. 0.17 ft. FILL MATERIAL Culvert Invert In: 780.00 ft V
2' W
MAXIMUM IF NOT CUT TO BEDROCK Culvert Friction Coefficient: 0.01 Z
1 1 1.00ft. Freeboard Culvert Entrance Loss Coefficient: 0.90 O Z Z
(n
_ _
2 80.00 ft. 2 1 Discharge: 254.17 cfs 0 J
Trapezoidal Channel
Equal Side Slopes a
Channel Lining: Grouted Rock Rip-Rap 21
i111tri!!/1
I hereby certify that this document was CA .
SUITABLE EARTHEN MATERIAL �tiY`.��4 alp ,,,,
Channel Design Non-Erodible Wetted Perimeter: 80.77 Discharge: 254.24 cfs o prepared by me or under my direct personal ' ......... ,
g ( ) g COMPACTED TO 95/o OF STANDARD supervision and is correct to the best of m 0 of Sra•' .J
Area of Wetted Cross Section: 13.77 Depth of Flow: 0.17 feet PROCTOR MAX. DRY DENSITY p y Q '�'y�•:y .
Channel Type: Trapezoidal, Equal Side Slopes Velocity: 18.46 fps o knowledge and belief and that I am a duly yp p q p y p WITHIN ±2/o OPTIMUM MOISTURE g y SEAL
Dimensions: Left Side Slope 2.00:1 Channel Slope: 50.0000 licensed Professional Engineer under the = - c� SHEET NUMBER
CONTENT 04 20
Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip-Rap CUTOFF TRENCH DETAIL laws of the State f North Carolina. �c ���• �►:
Base Dimension: 80.00 Freeboard: 1.00 feet � /� •ram 4`13IN��Q''.� :
N.T.S. ;f ' •.......
(Signature) �� l+j!$
Date: 01/25/2023 02CO-KO06

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laws of the State f North Carolina.
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TRENCH 70'-0" MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT
CONDITION GRANULAR STRUCTURAL BACKFILL CONDITION 2 0
1.0 STANDARDS AND DEFINITIONS
3.0 ASSEMBLY AND INSTALLATION - - �
8.0' BACKFILL WIDTH 8.0' BACKFILL WIDTH 0- 0 ,_
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1.1 STANDARDS - All standards refer to the current ASTM/AASHTO 3 1 Bolts and nuts shall conform to the re uirements of ASTM A449. The sin le radius - Q � M 0
SEE NOTE #1 SEE NOTE #1 q g Q � L= Q
edition unless otherwise noted. arch structure shall be assembled in accordance with the plate layout drawings -5 E C� .>_ M .N
M o L a 5 «S
provided b the Manufacturer and per the Manufacturer's recommendations. U) 2 Q °'
FILL MATERIAL ABOVE p Y p 8 C a�
1.1.1 ASTM A761 Corrugated Steel Structural Plate, Zinc Coated for o , -0 o .- _ .-
MIN. COVER LEVEL OVERALL HEIGHT OF Q Fleld-Bolled Pipe, Pipe-Arches and Arches" .�
TRENCH COVER - 8'-0" p p Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs. � �, 0 Fz
- uJ w (AASHTO Designation M-167). ; �, L
WALL 4'-0" MIN. COVER __ - U Q 3.2 The single radius arch structure shall be installed in accordance with the plans and � o
Q 1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12 specifications, the Manufacturer's recommendations, and AASHTO Standard 0 ° .s
0- � Division I - Design, AASHTO LRFD Bridge Design Specifications -6
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Specification for Highway Bridges - Section 26 Division 11 - Construction/AASHTO � 0 E
SEE NOTE #5 O ,� Section 12. "
BRIDGECOR U w LRFD Bridge Construction Specifications - Section 26. o .Q E .o
J 1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26 `� E o °' 0
SINGLE RADIUS w O m p g y g 3.3 Trench excavation shall be made in embankment material that is structurally E o -0 Q
ARCH U) U Division 11 - Construction. AASHTO LRFD Bridge Construction adequate. The trench width shall be shown on the plans. Poor quality in situ
NATURAL � 0-
8" LOOSE LIFTS U_ w Specifications - Section 26. ASTM A807. Standard Practice for embankment material must be removed and replaced with suitable backfill as
UNDISTURBED J U Installing Corrugated Steel Structural Plate Pipe.
EMBANKMENT U directed by the engineer.
F - - - - - Q 1.2 DEFINITIONS
3.4 The structure shall be assembled in accordance with the Manufactures's instructions.
1.2.1 Owner - In these specifications the word "Owner" shall mean All plates shall be unloaded and handled with reasonable care. Plates shall not be
PIEDMONT LITHIUM CAROLINAS, INC. rolled or dragged over gravel rock and shall be prevented from striking rock or other
REINFORCED CONCRETE hard objects during placement in trench or on bedding. 0
FOOTING 1.2.2 Engineer - In these specifications the word "Engineer" shall mean the
SPAN 3.5 The structure shall be backfilled using clean well graded granular material. Backfill
Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC.
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
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1.2.3 Manufacturer - In these specifications the word "Manufacturer" lift shall be compacted to the specified density. o 0
SECTION
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779 3.6 If temporary construction vehicles are required to cross the structure, it is theEL
PATRICK IMHOF. N
Contractor's responsibility to contact the Engineer to determine the amount of N
1.2.4 Contractor - In these specifications the word "Contractor" shall additional minimum cover necessary to handle the specific loading condition. o N
mean the firm or corporation undertaking the execution of any
installation work under the terms of these specifications. Normal highway traffic is not allowed to cross the structure until the structure has z N
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS been backfilled. If the road is unpaved, cover allowance to accommodate rutting
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES: 1.2.5 Approved - In these specifications the word "approved" shall shall be as directed by the Engineer.
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY refer to the approved of the Engineer or his designatedrepresentative.
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY.
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN 1.2.6 As Directed - In these specifications the words "as directed" shall 4.0 EROSION AND SEDIMENT CONTROL
TRACTOR (D-4 OR LIGHTER) EQUIPMENT. MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL refer to the directions to the Contractor from the Owner and his 4.1 Construct Skimmer Basin or Sediment Trap as designed with temporary diversions.
NOTES MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE designated representative.
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE 2.0 GENERAL CONDITIONS 4.2 Construct temporary stream crossings as shown in general details.
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED 4.3 As construction of the crossing progresses, construct wattles, slope drains and
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL. 2.1 Any Installation provided herein shall be endorsed by the Engineer, update temporary diversions to direct all runoff to designed Skimmer Basin or
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8" discrepancies herein are governed by the Engineer"s plans and
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY. specifications. Sediment Trap. Upon completion of crossing, install permanent diversion ditches to
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A direct all surface water runoff to applicable designed sediment structure.
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED 2.2 The Contractor shall furnish all labor, material and equipment and
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180. FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE perform all work and services except those set out and furnished by
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON-WOVEN the Owner, necessary to complete in a satisfactory manner the site
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN preparation, excavation, filling, compaction, grading as shown on the N z
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DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND SITU MATERIAL. plans and as described therein. This work shall consist of all
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DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE mobilization clearing and grading, grubbing, stripping, removal of Y Q N a
THE STRUCTURE. NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED existing material unless otherwise stated, preparation of the land to w Q 1E CO Q U
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER be filled, filling of the land, spreading and compaction of the fill, and Z
MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS all subsidiary work necessary to complete the grading of the cut and
COMPACTION METHODS AND EQUIPMENT. (HEAVIER THAN D-4). fill areas to conform with the lines, grades, slopes and specifications. 3 w J w o
This work is to be accomplished under the observation of the Owner o o o Q a
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT or his designated representative.
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APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE. 2.3 Prior to bidding the work the Contractor shall examine, investigate and
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION, inspect the construction site as to the nature and location of the work,
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE REFERENCE AASHTO M-145 and the general and local conditions at the construction site, including
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE GROUP CLASSIFICATION A-1-a A-1-b without limitation, the character of surface or subsurface conditions
FIRST SEVERAL INCHES OF FILL OVER THE CROWN. and obstacles to be encountered on and around the construction site
Sieve Analysis Percent Passing and shall make such additional investigation as he may deem Q
necessaryfor the Tannin and proper execution of the work. ■
No. 10 (2.000 mm) 50 max. ---- planning p p Z Z Cl)
If conditions other than those indicated are discovered by the J -
No. 40 (0.425 mm) 30 max. 50 max. (n 0 a
Contractor, the Owner shall be notified immediately. The material �
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1 No. 200 (0.075 mm) 15 max. 25 max. which the Contractor believes to be a changed condition shall not be Z Q W
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90% disturbed so that the owner can investigate the condition. J V o
Atterberg Limits for Fraction Passing No.40 (0.425 mm) N
PER AASHTO T-180. ---- 2.4 The construction shall be performed under the direction of the Engineer. 0 O H
Liquid Limits ---- Q Z a
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT 2.5 All aspects of the structure design and site layout including foundations, V _
YOUR LOCAL CONTECH REPRESENTATIVE. Plasticity Index 6 max. 5 max. backfill and treatments and necessary scour consideration shall be Z (�
Usual Materials
Stone Fragment, performed by the Engineer.
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Gravel and Sand ? (n O
Modified from AASHTO M-145 Z O Cl)
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and J O
typically classified by AASHTO M-145 as A-3 Materials should not be used. ()
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If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a. 0 Z Q
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Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for o W
Engineering Purposes (United Soil Classification System), for comparable soil groups. LV Q
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I hereby certify that this document was CAR '�•,��
prepared by me or under my direct personal '� • . f
supervision and is correct to the best of my
knowledge and belief and that I am a duly SEAL v�•=-7
licensed Professional Engineer under the = = 048820 = = SHEET NUMBER
laws of the State f North Carolina. '57
(Signature) f�,�� j+j!$ N +t�+�
Date: 01/25/2023 �+rfi r +,++' 02CO-L005

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I I SHEET NUMBER

EMERGENCY SPILLWAY DETAIL Channel Design Non-Erodible Stage Storage Curve
g ( ) SEDIMENT BASIN NO. 11
LEVEL CONTROL SECTION
Channel Type: Trapezoidal, Equal Side Slopes 780.00 �
N.T.S. TOP OF S RUCTURE -
Dimensions: Left Side Slope 2.00:1 (780.00)
Right Side Slope 2.00:1 779.00
Base Dimension: 20.00 _
778.00 J
ACCESS ROAD 26.93 ft. Wetted Perimeter: 23.27 0
Area of Wetted Cross Section: 15.72 777.00 EMER6&ie,�ep'k: '(777.27) <
o� 1 1.00ft. Freeboard
DITCH NO. 31 / ��y 2 2 �0.73 ft. Channel Slope: 0.1000 t j 776.00 `
<\� / 20.00 ft. Manning's n of Channel: 0.0175
C 775.00
FLUME g O
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Discharge: 32.48 cfs 2
Depth of Flow: 0.73 feet >>
774.00
NAD 83 � �� IL Velocity: 2.07 fps -2NC-S CS LL1 1) LU
Channel Lining: Grouted Rock Rip Rap 773.00
I / Freeboard: 1.00 feet 772.00
771.00
U)
NORMAL POOL EL. 776.27 SLOPE DRAIN Channel Design (Non-Erodible) 770.00 ' • Q
EMERGENCY SPILLWAY DETAIL 0
PRINCIPLE SPILLWAY 72" SQUARE CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes 769.00
CONCRETE RISER W/TRASH RACK N.T.S. Dimensions: Left Side Slope 2.00:1 768.00
\ AND 60 FT OF 24 IN. CMP Right Side Slope 2.00:1
50%CLEAN OUT EL. 773.19 Base Dimension: 10.00 0.00 0.50 1.00 1.50 2.00 2.50 N
C�\ \
J'� 1 Wetted Perimeter: 10.77 Accumulative Storage (Acre-Ft)
14.69 ft. Area of Wetted Cross Section: 1.79
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0.17 fft Q
�� 1 1 1.00ft. Freeboard '
EMERGENCY SPILLWAY \ O Channel Slope: 50.0000 Storage volume computations
LEVEL CONTROL SECTION EL. =777.27 \ 00 2 10.00 ft. 2 Manning's n of Channel: 0.0175
1 V Discharge: 32.48 cfs SEDIMENT BASIN NO.11 Q
OUTLET PROTECTION \ Depth of Flow: 0.17 feet Skimmer Design-Sediment Basin SB-11 ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
Op N N Velocity: 18.15 fps ft (ft) (ac-ft) STORAGE INTERVAL
o 00 O (ft) (ft) (ac) AREA a
/ A o` TT 00 Channel Lining: Grouted Rock Rip Rap Required Drawdown Time 3 days (ac) (acft) (ft) m
/ / \ PO D Freeboard: 1.00 feet
/ 76 .00 Drawdown Rate 9,774 cf/day 768.00 N/A N/A 0.0713
Skimmer Size 3 in
770.00 N/A N/A 0.1071 0.0892 2.00 0.1716 0.1716 2.00
r I/
772. N/A N/A .1
0.1263 2.00 0.2450 0.4166 4.00
-� EMERGENCY SPILLWAY Head on Skimmer 0.25 ft
CHUTE SECTION J I 50% CLEAN OUT EL. 773.19 773.1199 N/A N/A 0.1701 0.1578 1.19 0.1874 0.6039 5.19
01/ Calculated Orifice Size 1.680 in 00 N/A N/A 01869 0.1662 0.81 0.1369 0.7408 6.00
FL ME 774. . 0.2092 2.00 0.4098 1.1506 8.00
/ SKIMMER Orifice Diameter(1/4 inch increments) 2 in 776.00 N/A N/A 0.2316
U
SLOPE DRAINS 776.27 N/A N/A 0.2381 0.2348 0.27 0.0634 1.2140 8.27
POROUS BAFFLES TYP. Actual DewateringTime 2.92 days 0.2468 1.00 0.2500 1.4640 9.27
( ) Q25 HWD EL 777.27 777.27 N/A N/A o.2620
NORMAL POOL EL. 776.27
778.00 N/A N/A 0.2794 0.2555 0.73 0.1882 1.6522 10.00 w w w
800 800 Required Volume 13,500 cf 780.00 N/A N/A 0.3255 0.3024 2.00 0.6002 2.2524 12.00 0/ 0 0 EXISTING GROUND " " "
Ld
' Qv �1 I� 10 ft. 21 w w w DITCH NO. 28 j CREST 780.00 2 w w w
/ BOTTOM EL. 768.00 N W W W
750 CLASS B STONE 750 0
/ OUTLET PROTECTION 0+00 0+50 1+00 1+50 2+00 N
(SEE SHEET 34 OF 34)
Cross Section A-A'
CUTOFF TRENCH PRINCIPLE SPILLWAY Scale: 1" - 50' �
72" SQUARE CONCRETE RISER Z N ro
W/TRASH RACK AND 60 FT OF 24" CMP SEDIMENT BASIN NO. 11 PRINCIPLE SPILLWAY EXISTING GROUND (ABUTMENTS)
Outflow FILL MATERIAL
Total Discharge: 2 f 2' MAXIMUM IF NOT CUT TO BEDROCK38 98 8 c s
Water Surface Elevation: 777.27 ft
Tailwater Elevation: 0.00 ft - - -
/ o
50/° CLEAN OUT EL. 773.19
Detention Base Elevation: 0.00 ft 1
FLUME
/ �tio Q25 HWD EL. 777.27 1�- / � � � , Outlet#1: Sediment Basin 11 Principle Spillway, Drop Pipe
ti° I Riser To Elev: 776.27 ft
NORMAL POOL EL 776.27 p
/ Riser Base Elev: 768.00 ft 2'
o
800 800 Riser Diameter: 72.00 in
�o Orifice Coefficient: 0.50 SUITABLE EARTHEN MATERIAL
10 ft. loft. Weir Coefficient: 3.33 COMPACTED TO 95% OF STANDARD
Culvert Length: 60.00 ft PROCTOR MAX. DRY DENSITY
PLAN VIEW : SEDIMENT BASIN NO. 11 Z 27 21 Culvert Diameter: 24.00 in WITHIN ±2% OPTIMUM MOISTURE
SCALE: 1" = 50' BOTTOM EL. 768.00 Culvert Invert In: 771.00 ft CUTOFF TRENCH DETAIL CONTENT
750 750 Culvert Friction Coefficient: 0.02 N.T.S.
0+00 0+50 1+00 1+50 2+00 2+50 3+00 Culvert Entrance Loss Coefficient: 0.90
Cross Section B-B' 10 FT ACCESS Discharge: 38.98 cfs
CREST EL. 780.00
Scale: 1" = 50'
N Z 0)0 3: O
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WATER ENTRY UNIT GENERAL NOTES:
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WITH TRASH SCREEN
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1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE RISER BUOYANCY CALCULATION Z U)
PIPE. Uj o O
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN Z z Y w w z
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD Demonstrate adequate stability by showing the downward force is a minimum of 1.25 N Q w Q o w
000000000 3. EMBANKMENCONDITIONS TJMUSTNBEACOMPACTED TO DESIGN SPECIFICATIONS. RISER DETAILS 14 ft. times the upward force. o o 0 o N a U_
° 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION TRASH RACK EL. 780.00
ORIFICE OPENING INSIDE THE INSTALLED. SKIMMER Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
OIFICE OP TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE V FREEBOARD
O❑❑❑❑
DISCHARGE END OF THE PIPE. 0110 OO❑❑❑❑O
CONSTANT HYDRAULIC HEAD
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT �❑❑❑❑Q0❑❑❑❑00❑❑❑ EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.777.27❑Q � 72" Square Concrete Riser
MANNER. NORMAL POOL EL. 776.27 n❑❑❑❑Dn❑❑❑❑nn❑❑❑❑O V FREEBOARD MIN. Height =Approximately 9'
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT = 2 2 Wei ht- 21,070 Ib
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. I I g -
SCHEDULE 40 PVC PIPE EXISTING GRADE I 1 F -1
BARREL OR ARM ARTHEN EMBANKMENT E Where:
( ) MAXIMUM HEIGHT OF FLOAT WHEN NO ° I CONCRETE
50/o CLEANOUT EL. 773.19 I RISER I
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE 8.2T Weight= 21,070 lb Riser Wel Z
OPENINGS EXIST �� �� g J J
LEXIBLE HOSE (MAJOR STORM EVENT) 4' X 4' X 1' CLASS B STONE I _ _ _ __
FLOAT a �° t 24" DIA BARREL CMP \ \ \ Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete Q
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\\\\\\\ \\\\\\\�\�\\�\\ �\ \ \ �� �� \ \ \ \ Weight of Concrete Base = 7 ft x 7 ft x 0.75 ft x 150 Ib/ft3 = 5,512.5 lb
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INVERT OF LOWEST STORM PVC VENT d \\ ( ) Z Q
-I -� GRATE WATER DISCHARGE OPENING PIPE BOTTOM OF POND EL. 768.00 d . ° ,
H=II�H I (MINOR STORM EVENT) <d Structure Weight= 21,070 lb + 5,512.5 lb = 26,582.5 lb
J V 0 W
TOP VIEW �� FLEXIBLE HOSE MUST BE LOAT ' ° d ° STABILIZED OUTLET 3
ANTI-FLOTATION RISER FILL Buoyancy = Displacement Volume of Riser x 62.4 lb/ft LL
SECURELY FASTENED TO ANTI-FLOTATION BLOCK IF APPLICABLE CUT OFF TRENCH Z
VC VENT PIPE I STORM WATER THE WATER QUALITY IF APPLICABLE ( ) Q 0
DISCHARGE ( ) ELEVATION VIEW 3 3 _ V
DISCHARGE OPENING Buoyancy= 324 ft x 62.4 lb/ft' - 20,217.E lb 0 (/)
OPENING N.T.S. Z Q a
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' - 26,582.5 lb > 20,217.6 lb x 1.25 = Z Z
LEXIBLE HOSE
72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) 26 _
;----�---;; -
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WATER ENTRY UNIT ( i i A G
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II SCHEDULE 40 PVC PIPE a NOTES Z Z W >
(BARREL OR (n----------- i' ARM) °
=1 d 1. Portland cement concrete (type II recommended)for the inlet base 0 0 Z
(BAR
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO I - - - d \ shall have a minimum compressive strength of 4,000 psi. 0 J
MINIMIZE CHANCE OF 2. Where corrugated aluminum or aluminized steel pipe is used, all W 0-
(NO SCALE) SKIMMER BECOMING STUCK A 6'-0" T-0" areas where the pipe is to be in contact with concrete shall be painted with - a
DRAWN BY T. R. EVANS 10/10
® J. W. FAIRCLOTH & SON INC. 4 a black bituminous enamel paint. a
EAI RCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM °
STRUCTURE TELEPHONE: [phone] I hereby certify that this document wasFAX: [phone] 11
EMAIL: [e-mail] ° � ' ' Rp�f`f�
BARREL CMP prepared by me or under my direct personal
<a < ° ° ° supervision and is correct to the best of my Q ;•flFSrp ,. J
d ° e ° °
d d < ° ° knowledge and belief and that I am a duly = _� SEAL 9� =� -
°. < ' d a licensed Professional Engineer under the = Q4 SHEET NUMBER
as
laws of the State Qf North Carolina.
PLAN VIEW (signature) 2 -P
N.T.S. Date: 01/25/2023 ,f,,,,,. 0 CO 004

EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible)
LEVEL CONTROL SECTION Channel Type: Trapezoidal, Equal Side Slopes Stage Storage Curve �
/ FLUME N.T.S. Dimensions: Left Side Slope 2.00.1 SEDIMENT BASIN NO. 12 _
ACCESS ROAD Right Side Slope 2.00:1 =
/ o i Base Dimension: 40.00 760.00 Z
DITCH NO. 32 � I TOP OF STRUCTURE �
(760 00)
46.75 ft. gg f Wetted Perimeter: 43.08 J
/ 0 f OOtft. Freeboard Area of Wetted Cross Section: 28.46 759.00
0
T Channel Slope: 0.1000
Manning o / SLOPE DRAIN I 758.00 2 _ 2 's n of Channel: 0.0175 `
o� 40.00 ft.
B1 Discharge: 57.97 cfs _j 757.00
IND-837101
N SPCS Depth of Flow: 0.69 feet
C�- �
/ ��/ ♦ Velocity: 2.04 fps LU
O 756.00 124_41PALSPIL
Channel Lining: Grouted Riprap >
Freeboard:/ 1.00 feet a)�- W 755.00
754.00
C EAN OUT LEVEL(75 .93) U)
• 0
Channel Design (Non-Erodible) U
SEDIMENT BASIN NO. 12 PRINCIPLE SPILLWAY 753.00
EMERGENCY SPILLWAY DETAIL Channel Type: Trapezoidal, Equal Side Slopes
CHUTE SECTION Dimensions: Left Side Slope 2.00:1 Outflow 752.00
FLUME/ s Right Side Slope 2.00:1 Total Discharge: 79.9200 cfs N
I N.T.S. 0
Base Dimension: 20.00 Water Surface Elevation: 757.31 ft N
/ MMER / Tailwater Elevation: 0.00 ft 751.00 ,
Z)
Wetted Perimeter: 20.72 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 0)
50%CLEAN OUT EL. 753.93 Detention Base Elevation: 0.00 ft
Area of Wetted Cross Section: 3.29 Q
'
/ NORMAL POOL EL. 756.31 24.65 ft. 0.1gg fft Channel Slope: 50.0000 Outlet#1 Accumulative StorageAcre-Ft
: Sediment Basin 12 Principle Spillway, Drop Pipe ( )
X 1 1 56tit. Freeboard Manning's n of Channel: 0.0175 Riser Top Elev: 756.31 ft
POROUS BAFFLES (TYP.) 7_ Riser Base Elev: 751.00 ft
> 2 2 Storage volume computations • .. Q
20.00 ft. - Discharge: 57.93 cfs Riser Diameter: 72.00 in >
/ ♦
OUTLET PROTECTION r Depth of Flow: 0.16 feet Orifice Coefficient: 0.50 SEDIMENT BASIN NO.12 �
�
♦ <� A�
i I Velocity: 17.61 fps Weir Coefficient: 3.33
SLOPE DRAIN j EMERGENCY SPILLWAY Channel Lining: Grouted Riprap Culvert Length: 55.00 ft ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE pp
♦ Culvert Diameter: 36.00 in ft
♦ LEVEL CONTROL SECTION EL. =757.31 O (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
Freeboard: 1.00 feet Culvert Invert In: 752.00 ft
(ac) (ac-ft) (ft)
BOTTOM OF POND Culvert Friction Coefficient: 0.02
EL.751.00 EMERGENCY SPILLWAY Culvert Entrance Loss Coefficient: 0.90 751.00 N/A N/A 0.4071
50% CLEAN OUT EL. 753.93 0.4264 1.00 0.4192 0.4192 1.00
�O X CHUTE SECTION 752.00 N/A N/A 0.4457
0 Discharge: 79.92 cfs 753.00 N/A N/A 0.4845 0.4651 1.00 0.4579 0.8771 2.00
r` Q25 HWD EL. 757.31 SKIMMER 753.93 N/A N/A 0.5218 0.5031 0.93 0.4699 1.3470 2.93
W 800 800 0.5044 0.07 0.0271 1.3741 3.00
NORMAL POOL EL. 756.31 754.00 N/A N/A 0.5244 0.5449 1.00 0.5373 1.9114 4.00
PRINCIPLE SPILLWAY 755.00 N/A N/A 0.5654
coo w 72 SQUARE CONCRETE RISER W/TRASH RACK 756.00 N/A N/A 0.6077
Z Z Z
0.61144 0.311 0.1905 2.6805 5.311 w w w
AND 55 FT OF 36 IN. CMP OUTLET PROTECTION 756.31 N/A N/A 0.6211 0 0 0
U ?7 I I (SEE SHEET 34 OF 34) 757.00 N/A N/A 0.6509 0.6293 0.69 0.4308 3.1113 6.00
�I F� 10 ft. Skimmer Design-Sediment Basin SB-12 7 0.6732 1.00 0.6649 3.77s2 7.00 _j _j _j
CPO -CREST 0.0 758.00 N/A N/A 0.6954 0 0 0
2. 0.7182 1.00 0.7098 4.4860 8.00
FLUME X 750 7 750 759.00 N/A N/A 0.7410 w w w
° BOTTOM EL 51.0 Required Drawdown Time 3 days 760.00 N/A N/A 0.7792 0.7601 1.00 0.7566 5.2426 9.00 0 a a a
PRINCIPLE SPILLWAY Drawdown Rate 20,109 cf/day U, V) U)
CID 72" SQUARE CONCRETE RISER w w w
° CLASS B STONE Skimmer Size 4 in
O W/TRASH RACK
EXISTING GROUND AND 55' OF 36" CMP Head on Skimmer 0.333 ft
700 700 Calculated Orifice Size 2.242 in v N M
0+00 0+50 1+00 1+50 2+00 2+50 Orifice Diameter(1/4 inch increments) 2.5 in CUTOFF TRENCH o N a N
SL PE DRAIN r Actual DewateringTime 3.03 days Z
N M
Cross Section A-A EXISTING GROUND (ABUTMENTS)
Scale: 1" = 50' Required Volume 25,213 cf
FILL MATERIAL
50% CLEAN OUT EL. 753.93 2' MAXIMUM IF NOT CUT TO BEDROCK
DITCH NO. 35
� X Q25 HWD EL. 757.31 1
800/ 800 NORMAL POOL EL. 756.31 1
2'
10ft. SUITABLE EARTHEN MATERIAL
750 - - - - - - - - - - - - - 750 COMPACTED TO 95% OF STANDARD
BOTTOM EL. 751.0 PROCTOR MAX. DRY DENSITY
PLAN VIEW : SEDIMENT BASIN NO. 12 10 FT ACCESS WITHIN ±2% OPTIMUM MOISTURE
SCALE: 1" - 50' CREST EL. 760.00 CUTOFF TRENCH DETAIL CONTENT
EXISTING GROUND N.T.S.
700 700
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
Cross Section B-B'
N Z 0)
Scale: 1" = 50' 0 0 �
cli I-_
J
Y Q N d
J Z :2 \ W N
WATER ENTRY UNIT w Q Q I
WITH TRASH SCREEN GENERAL NOTES: o
RISER BUOYANCY CALCULATION m
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE o o Z
PIPE. w w v p
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN RISER DETAILS 14 ft. Demonstrate adequate stability by showing the downward force is a minimum of 1.25 � _j 7 Z
CORRECT 00000000o CONDITIONS MOUNT WARRAONT AME.CHANGE MODIFICATIONS MAY BE REQUIRED IF FIELD TRASH RACK EL. 760.00 p N Q w < Q O w
times the upward force. w = Q V) CL L,
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. SKIMMER v7 a
i,o i 1'FREEBOARD
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ❑❑❑❑��❑❑❑❑��❑❑❑❑� Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
INSTALLED. EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.757.31
ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE 0� ��00❑❑❑❑00❑❑❑00
ORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. NORMAL POOL EL. 756.31 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 V FREEBOARD MIN. 72" Square Concrete Riser
CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT I I 2 2
Height =Approximately 6'
MANNESIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT R. EXISTING GRADE 1 F 1
7. EIGHT Weight= 15,220 lb
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. I CONCRETE I
Where:
SCHEDULE 40 PVC PIPE 50% CLEANOUT EL. 753.93 � RISER I Q
(BARREL OR ARM) ARTHEN EMBANKMENT i 5.31' 1 \\\\\\\\ �\\�\ \\�\ �\\�\\�\\\\\ \ \\\ \\\\\ \\\\\ \\ \\\\\ \ \ Riser Weight= 15,220 lb v Z
EMERGENCY SPILLWAY MAXIMUM HEIGHT OF FLOAT WHEN NO OTHER STORM WATER DISCHARGE 4' X 4' X V CLASS B STONE F---- -----� 36" DIA BARREL CMP \ \ \ \ Z J
OPENINGS EXIST 1 I.. a 1
LEXIBLE HOSE (MAJOR STORM EVENT) -�a . - =- Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete J Q
FLOAT
BOTTOM OF POND EL. 751.00 ° e ° Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 lb/ft' = 3675 lb
PVC VENT Q N W
_ INVERT OF LOWEST STORM a °° e
GRATE °° ° _
WATER DISCHARGE OPENING .a Z � �
PIPE ° ° ° 'de ° ° a ° Structure Weight= 15,220 lb + 3675 lb = 18895 lb V
HMI±I�H I I LU
(MINOR STORM EVENT) ANTI-FLOTATION RISER FILL STABILIZED OUTLET J � J
TOP VIEW I LOAT IF APPLICABLE ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 0 = Z
_ _ _ FLEXIBLE HOSE MUST BE ( ) ELEVATION VIEW U_
SECURELY FASTENED TO Z
PVC VENT PIPE I I STORM WATER THE WATER QUALITY N.T.S. Buoyancy = 216 ft'x 62.4 lb/ft' = 13,478.4 lb
DISCHARGE DISCHARGE OPENING V 0 � LL
-I OPENING ' Z Q a
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
OUTLET PIPE �� r - 72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) _ > m
18895 lb > 13,478.4 lb x 1.25 - H Z
18895 Ib > 16,848 lb = Z Z Q
LEXIBLE HOSE A A d ° ° J LU
C
H L = 1.4 X DEPTH ° 9.
I- TO THE OVERFLOW e ° ° 0
i; I MINIMUM LENGTH APPLIES
WATER ENTRY UNIT ( ' ° °
NOTES Z Z W '
II SCHEDULE 40 PVC PIPE a
' -------___- - - (BARREL OR ARM) ` shall have
cement concrete recommended)i or the inlet base 0Cl) Z
° ° \ \ 1
\� a minimum compressive strength of 4,000 psi Q
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ _ _ - ° ° 6-0" T-0" 2. Where corrugated aluminum or aluminized steel pipe is used, all (n J
(NO SCALE) MINIMIZE CHANCE OF \ \ areas where the pipe is to be in contact with concrete shall be painted with W Q a
SKIMMER BECOMING STUCK A \\ \ a black bituminous enamel paint. a
e
('
DRAWN BY T. R. EVANS 10/10 d° °e
EAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J.WWW. FAIRCLOTH & SON INC. ° °
W.FAIRCLOTHSKIMMER.COM ° a ° BARREL CMP ,�i�
I hereby certify that this document was ,+ CA �.
TELEPHONE: [phone] ° ti* Rey fj
STRUCTURE FAX: [phone] a ° ° e ° e ° prepared by me or under my direct personal V
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM ° d " ° ° + �f/\ �[ 0.
° A. e ° a ° a ° supervision and is correct to the best of my (� 4rol
° e a knowledge and belief and that I am a duly _� SEAL v� =�
licensed Professional Engineer under the = q4 20 t�= SHEET NUMBER
laws of the State f North Carolina. cc
VIEW ,,Iri �e;.• �
N.T.S. (Signature) $• r�,��.+`�y
Date: 01/25/2023 ��+rfi r<<,>>' 02CO-P005

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