20230831_Sequencing_Drawings_DRAFT

PIEDtAONT
LITHIUM
WASTE ROCK PILE CONSTRUCTION SEQUENCE LEGEND SHEET INDEX
PERMIT BOUNDARY Sheet Number Sheet Name Scale
Cover Sheet
DELINEATED WETLANDS
OOC-01 Site Plan / Liner Limits 1"=200'
100 YR FLOOD PLAIN OOC-02 Waste Rock Pile Cross Section Detail As Shown
CS-1 Existing Conditions with Silt Fence Location and Limits of Disturbance; Erosion and Sediment Control Structures; Clearing
CLEARING AND GRUBBING and Grubbing; Clay Liner - Stage 1 1"=300'
CS-2 Clay Liner - Stage 2; Clay Liner - Stage 3; Clay Liner - Stage 4; Clay Liner - Stage 5 1"=300'
COMPACTED CLAY LINER CS-3 Clay Liner - Stage 6; Clay Liner - Stage 7; Clay Liner - Stage 8 1"=300'
CS-4 Clay Liner - Phase 1 1"=200'
PROTECTIVE OVERBURDEN LAYER FOR COMPACTED CLAY LINER CS-5 Waste Rock Pile - Phase 1 1"=300'
CS-6 Waste Rock Pile - Phase 1 1"=300'
- x- x- x- x- 7 FT. ZONING FENCE LOCATION CS-7 Waste Rock Pile - Phase 2 1"=200'
- x- x- x- x- SILT FENCE LOCATION (to be installed a min. of 10' off toe slope) 02CO-G005 Sediment Basin No. 1 Plan View and Profile Detail 1"=50'
02CO-G006 Sediment Basin No. 2 Plan View and Profile Detail 1"=50'
LIMITS OF DISTURBANCE 02CO-G007 Sediment Basin No. 3 Plan View and Profile Detail 1"=50'
02CO-G008 Sediment Basin No. 4 Plan View and Profile Detail 1"=50'
SYNTHETIC LINER WITH GCL SUBGRADE (applies to SB-1 through SB-10) 02CO-H005 Sediment Basin No. 5 Plan View and Profile Detail 1"=50'
02CO-H006 Sediment Basin No. 6 Plan View and Profile Detail 1"=50'
0 RECLAIMED/REVEGETATED 02CO-1-1007 Sediment Basin No. 7 Plan View and Profile Detail 1"=50'
02CO-E005 Sediment Basin No. 8 Plan View and Profile Detail 1"=50'
WASTE ROCK PILE SURFACE WATER MONITORING SITE 02CO-E006 Sediment Basin No. 9 Plan View and Profile Detail 1"=50'
02C0-D005 ISediment Basin No. 10 Plan View and Profile Detail 1"=50'
— — — — — WASTE ROCK PILE PERIMETER
1O LINER SEQUENCE NUMBER
TEMPORARY CONSTRUCTION ENTRANCE
30 FT. TOP OF BANK STREAM BUFFER
SUMP
F F TEMPORARY DIVERSION DITCH
F — PERMANENT DIVERSION DITCH
EMERGENCY SKIMMER BASIN SPILLWAY
RIPRAP
EMERGENCY SPILLWAY
® MA OUTLET PROTECTION
O GRASS LINED EMERGENCY SPILLWAY
SB-4, SK28, ST-103 EROSION CONTROL STRUCTURE LABEL
EXISTING TOPOGRAPHY CONTOURS
PROPOSED OPERATIONAL CONTOURS
PROPOSED TEMPORARY STRUCTURE CONTOURS
C-1 CULVERT LABEL
CULVERT
FLUME
POROUS BAFFLES LOCATION
SLOPE DRAIN LOCATION
DIRECTIONAL ARROW
LOW WATER CROSSING DRIVE THRU
WASTE ROCK CONVEYOR
SCREENING (SOUND) WALL
GROUNDWATER MONITORING WELL
SKIMMER
SEDIMENT BASIN OUTLET CULVERT
WATTLE
1II•I•I•I•I•I•I•I•I•I•I•I HIGHWALL SAFETY BERM
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SCALE: 1" = 100'
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GEOSYNTHETIC CLAY LINER (GCL)
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LIFT 9 *TYPICAL LINER DETAIL FOR SEDIMENT BASINS#1 THRU #10, SEE SHEETS
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SCALE: 1"=5'
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LIFT 6
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ELEVATION 1040 TO 1068
��CONSTRUCTION TIMEFRAME: 07 MONTHS
__ — CONSTRUCTION TIMEFRAME: 0.1 MONTHS
NAD-83
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CS-6

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\ ELEVATION 1068' TO 1090' Z CONSTRUCTION TIMEFRAME: 2.7 MONTHS ZLLoNm�C
,Q
NOTES: SHEET NUMBER
1. DRAINAGE AREAS AND SUMMARY TABLES INCLUDED ON THE EROSION
AND SEDIMENT CONTROL (ESC) PLAN SHEETS LOCATED WITHIN THE
MINE PERMIT APPLICATION.
CS-7

EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. =812.28
or / EMERGENCY SPILLWAY DETAIL
EMERGENCY SPILLWAY �� / / LEVEL CONTROL SECTION EMERGENCY SPILLWAY DETAIL =
�i � CHUTE SECTION
CHUTE SECTION I N.T.S. N.T.S. H
94.88 ft. -L 38.80 ft. J
��� 7 /� 1.00ft.Freeboard 1 �1 �0.20�0.20 ft. 1 00ft.Freeboard 10
C 0.72ft. 2`� _� 2 i
-�- C
\l� 2 r 34.00 ft.
88.00 ft.
OUTLET PROTECTION
� �� .,j�., �� Channel Design(Non-Erodible)
�� dp Channel Design(Non-Erodible)
CCC��� f Channel Type: Trapezoidal,Equal Side Slopes Q
�.1(�- A' � � � S7� Channel Type: Trapezoidal,Equal Side Slopes Dimensions: Left Side Slope 2.00:1
PRINCIPLE SPILLWAY .L �' Dimensions: Left Side Slope 2.00:1 Right Side Slope 2.00:1
RighA�-83 72" SQ. RISER W/TRASH RACK /-�' _ �' BaseDimens Side on: 8800 Base Dimension: 34.00
er: 34.88
NC-SPCS AND 106 FT OF 48 IN. CMP " X ���� / Area of Wetted ted tCross Section: 6.79 LU
/ Wetted Perimeter:Cross
Section:/ Area of Wetted Cross Section: 64.33
' - '_ \ � �� � Channel Mann ng's In of:Cha0n0nel:0.0175 Channel Slope:50.0000 �
Manning's n of Channel:0.0175
.89 cfs
/ Depth of Flow:60.20 feet/ Discharge: 136.89 cfs D t y Flow:
Velocit 20.17 f s
Ve ocit 2.13 fps Channel
feet Channel Lining: Grouted Rock Rip Rap
Channel Lining: Grouted Rock Rip Rap Freeboard: 1.00 feet
Freeboard: 1.00feet I U
-
0 ® 8
1000��el�"0001.0 .* 3
♦000,
SK 00
WATER ENTRY UNIT Q
/ \ WITH TRASH SCREEN GENERAL NOTES: Stage Storage Curve >
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE SB-1
/ / SEDIMENT BASIN NO. 1 PRINCIPLE SPILLWAY a,4.00
PIPE. TOP OF RUCTURE tv
♦ $��5 � � ACCESS R AD 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN (ala.00) '
V-vCORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
'k TOP OF BERM / HHdbdd00o CONDITIONS WARRANT A CHANGE. ' l7]
TO SYNTHETIC LINER Outflow a,2.00
�- 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
8r LIMIT 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION Total Discharge: 152.67 cfs
INSTALLED.
' POROUS BAFFLES TYP. / / ORIFICE OPENING INSIDE THE Water Surface Elevation: 812.28 ft
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
'HORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. Tallwater Elevation: 0.00 ft alo.00
/ EL� CONSTANT HYDRAULIC HEAD 6. INSPECT MANNER.SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT Detention Base Elevation: 0.00 ft
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT c 808.00
IC SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Outlet#1: Sediment Basin 1 Principle Spillway, Drop Pipe
NORMAL POOL EL. 810.18 SCHEDULE 40 PVC PIPE Riser Top Elev: 810.18 ft 50%CLE N OUT LEVEL(807.17)
11111- ARTHEN EMBANKMENT w
MAXIMUM HEIGHT OF FLOAT WHEN NO Riser Base Elev: 803.50 ft 806.00 z z z z
SO%CLEAN OUT EL. 807.17 MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE Riser Length: 72.00 In 7F 7F 7F 7F
/ 3 OPENINGS EXIST
LEXIBLE HOSE (MAJOR STORM EVENT) Riser Width: 72.00 In 804.00 0 0 0 0
OUTLET PROTECTION / i Orifice Coefficient: 0.50
FLoaT - Weir Coefficient: 3.33 0 0 0
INVERT OF LOWEST STORM PVC VENT Culvert Length: 106.00 ft s02.00
WATER DISCHARGE OPENING 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 0 o_ a_
GRATE PIPE Culvert Diameter: 42.00 in o
H I I H (MINOR STORM EVENT) o
-11 Culvert Invert In: 802.00 ft Accumulative Storage(Acre-Ft) N
PLAN VIEW : SEDIMENT BASIN NO. 1 TOP VIEW III - FLEXIBLE HOSE MUST BE LOAT Culvert Friction Coefficient: 0.02
SECURELY FASTENED TO
I Culvert Entrance Loss Coefficient: 0.90
VC VENT PIPE I STORM WATER THE WATER QUALITY Storage volume computations N
SCALE: 1" = 50' I DISCHARGE DISCHARGE OPENING N o
OPENING Discharge: 152.67 cfs SB-1 0
OUTLET PIPE _ '
- r = ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE z N
i -
i (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
2 FT X 1 FT ANCHOR TRENCH s_--' - LEXIBLE HOSE (ac) (ac-ft) (ft)
H L = 1.4 X DEPTH
850 NORMAL POOL EL. 810.18 850 I- TO THE OVERFLOW Skimmer Design-Sediment Basin SB-1 803.50 N/A N/A 0.7808
SKIMMER 1 I- MINIMUM LENGTH APPLIES 0.8368 2.00 1.6530 1.6530 2.00
EXISTING GROUND I 805.50 N/A N/A 0.8928
50% CLEAN OUT EL. 807.17 WATER ENTRY UNIT ; i I I r1--- SCHEDULE 40 PVC PIPE Required Drawdown Time 3 days 807.17 N/A N/A 0.9871 0.9400 1.67 1.5653 3.2183 3.67
Q25 HWD EL. 812.28 0.9495 0.33 0.3122 3.5304 4.00
' - (BARREL OR ARM) Drawdown Rate 20,109 cf/day 807.50 N/A N/A 1.0061
14 ft. - - - - - - - - - - - _ 1.0641 2.00 2.1063 5.6368 6.00
14 ft. - Skimmer S 809.50 N/A N/A 1.1220
-- --- ---- - --- CREST EL. 814.0 I Immer Size In 810.18 N/A N/A 1.1622 1.1421 0.68 0.7766 6.4134 6.68
1 9% BOTTOM EL. 803.5 \ END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ = Head On Orifice 0.333 ft 1.1812 1.32 1.5634 7.9768 8.00
•�7 811.50 N/A N/A 1.2403
800 ° 800 MINIMIZE CHANCE OF 1.2640 0.78 0.9859 8.9627 8.78
- 3.0% (NO SCALE) SKIMMER BECOMING STUCK Calculated Orifice Size 2.242 in s1z.2s N/A N/A 1.2s77
2 FT X 1 FT OUTLET PROTECTION DRAWN BY T. R. EVANS 10/10 Orifice Diameter(1/4 inch increments) 3.5 in 813.50 N/A N/A 1.3618 1.3011 1.22 1.5922 10.5548 10.00
ANCHOR TRENCH ® J. W. FAIRCLOTH & SON INC. 814.00 N/A N/A 1.3804 1.3711 0.50 0.6829 11.2377 10.50
CENTERLINE CUTOFF TRENCH CLASS B STONE PRINCIPLE SPILLWAY FAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM Actual Dewatering Time 3.03 days
TELEPHONE: [phone]
SYNTHETIC LINER 72" SQUARE CONCRETE RISER W/TRASH RACK STRUCTURE EMAIL WFAX: (919) 732-126MMER.COM
AND 66' OF 48" CMP Designed Volume 49,500 cf
750 WITH GCL SUBGRADE 750
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00
Cross Section A-A'
Scale: 1" = 50'
N Z
C) O 3: O
(V O 1-
LJ = J
RISER DETAILS z � coc
850 850 2 FT X 1 FT ANCHOR TRENCH < Q CO
J �
w Q :�i CO Q
i
Q25 HWD EL. 812.28 14 ft. o m
NORMAL POOL EL. 810.18 TRASH RACK z o
�. + EL. 814.00 RISER BUOYANCY CALCULATION LL LL J ❑ z
50% CLEAN OUT EL. 807.17 EXISTING GROUND
SKIMMER 1'FREEBOARD
14 ft. L 0❑❑❑❑00❑❑❑❑0 111111 Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times the w � = Q a a, J
❑❑❑❑��❑❑❑❑��❑❑❑❑� + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.812.2 � 0 U Q 0) � �
upward force.
800 800 NORMAL POOL EL. 810.18 �❑❑❑❑EEIEIF ��❑❑❑❑� 1'FREEBOARD MIN.
2 FT X 1 FT ANCHOR TRENCH
BOTTOM EL. 803.5 14 FT ACCESS EXISTING GRADE= i 2 2 Downward Force (structure weight)> 1.25 x Upward Force (buoyancy)
72"SQUARE 1 1
CREST EL. 814.0 CONCRETEI 72"Square Concrete Riser
RISER I --- Height=Approximately 8'
SYNTHETIC LINER 2 FT X 1 FT ANCHOR TRENCH 50% CLEANOUT EL. 807.17 7.78' nil [in n11 11 Weight= 19120 lb
WITH GCL SUBGRADE
SUBGRADE � 750
\ \ \ \\\ \ \ \ \ \ \ \ \ \\ \\ \ \ \ \ \ Q
4'X 4'X 1' CLASS B STONE � Where:
48" DIA BARREL CMP� \ � \�\
0+00 0+50 1+00 1+50 2+00 0 0 0 0 0 0 1' " \ \ \ \ \ \ Riser Weight= 19120 lb V Z J
Cross Section B-B'
" - BOTTOM OF POND EL. 803.50 d Weight of Riser Fill =(Length x Width x Depth)x Unit Weight of Concrete J
Scale: 1 - 50 d a °° Q
Cn O
d ° STABILIZED OUTLET Weight of Riser Fill =(6 ft x 6 ft x 0.5 ft)x 150 lb/ft'=2700 lb W
Z Q r 0
SYNTHETIC LINER CUT OFF TRENCH Structure Weight= 19120 lb+2700 lb=21820 lb
WITH GCL SUBGRADE ANTI-FLOTATION BLOCK (IF APPLICABLE) 9 J V O W
ANTI-FLOTATION RISER FILL ELEVATION VIEW Buoyancy= Displacement Volume of Riser x 62.4 lb/ft' O = Z J
(IF APPLICABLE) N.T.S. Buoyancy=216 ft'x 62.4 lb/ft'= 16224 lb ~ Z M
Q V5 O
Downward Force(structure weight)> 1.25 x Upward Force (buoyancy) V Z Q W
� m a
21820 lb> 16224 lb x 1.25
72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) 0
CUTOFF TRENCH Z 21820 Ib>20280 Ib = Z Z Z
EXISTING GROUND (ABUTMENTS) a ° J O M
LU
FILL MATERIAL 2' MINIMUM IF NOT CUT TO BEDROCK O vZ (n Z
IL
1 ° 6-0„ 7,-0„ NOTES 0 J
1. Portland cement concrete (type II recommended)for the inlet base LLI Q 0-
shall have a minimum compressive strength of 4,000 psi. a
d ° 2. Where corrugated aluminum or aluminized steel pipe is used, all
2' a BARREL CMP areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint. I hereby certify that this document was
SUITABLE EARTHEN MATERIAL d a d ° ; ° ° a a a 3. Synthetic Liner with GCL subgrade to be installed per manufacture prepared by me or under my direct personal
COMPACTED TO 95% OF STANDARD a ° d ° specifications utilizing batten strip at concrete riser and pipe boot for supervision and is correct to the best of my
PROCTOR MAX. DRY DENSITY culvert. knowledge and belief and that I am a duly
WITHIN ±2% OPTIMUM MOISTURE 4. Cushion geotextile to be installed at locations were riprap is to be licensed Professional Engineer under the SHEET NUMBER
CUTOFF TRENCH DETAIL CONTENT placed above the synthetic liner(emergency spillway, slope pipe/culvert laws of the State of North Carolina.
N.T.S. PLAN VIEW outlets, etc.)
N.T.S. (Signature)
Date: 02CO-GO05

LIMIT
F \ \ 50%CLEAN OUT i. 832.2I Stage Storage Curve
EMERGENCY SPILLWAY DETAIL EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 2
�� l LEVEL CONTROL SECTION - ROAD CROSSING CHUTE SECTION 841.00
� POROUS BAFFLES (TYP.) N.T.S. TOP OF STRUCTURE ZD
_A \ \ N.T.S. (841.00)
840.00
-
\�\\ Approx 75 ft. 1.00ft. Freeboard 839.00 O J
15.42 ft. EMERG ENCYSPILLWAY 838.58
SLOPE 1.42 ft. 0.4 838.00
NORMAL POOL EL. 835.00 33 ftft�
\� 1.00ft. Freeboard
DRAIN c� � � 1 1 1 J
\ \ �\\ \\\ N $ 8 2 2 U) 837.00
\ C1 PRINCIPLE SPILLWAY\ 10.00 ft. Q/ 72" SQUARE CONCRETE RISER W/TRASH RACK �� 20.00 ft. - 0 836.00
NAD- AND 67 FT OF 36 IN. CMP CZ
SPCS 835.00\ Channel Design (Non-Erodible) aa) PRINCIPAL SPILLWAY(835.00) LU
\ 834.00
Channel Type: Trapezoidal, Equal Side Slopes EMERGENCY SPILLWAY Channel Design Non-Erodible W
LEVEL CONTROL SECTION g ( ) Dimensions: Left Side Slope 2.00:1 833.00
\ \ EL. =838.58 Channel T e: Trapezoidal, E ual Side Slopes Right Side Slope 2.00:1
\ \ Type: p q p Base Dimension: 10.00
\ Dimensions: Left Side Slope 2.00:1 832.00
Right Side Slope 2.00:1
\, �- \ U)
� BOTTOM OF P ND Base Dimension: 20.00 Wetted Perimeter: 11.94� � 831.00 FS
0
EL 29. \ "}" Area of Wetted Cross Section: 4.72 U
Wetted Perimeter: 26.34 830.00
V OUTLET PROTECTION Area of Wetted Cross Section: 32.35 Channel Slope: 21.3000
-'
Manning's n of Channel: 0.0175 829.00 N
I \ Channel Slope: 0.1000 0.00 4.00 8.00 12.00 N
\ \ Manning's n of Channel: 0.0175 Discharge: 99.63 cfs -
\ Depth of Flow: 0.43 feet Accumulative Storage (Acre-Ft) '' a,
\\ \ L Discharge: 99.64 cfs
\ EMERGENCY SPILLWAY Depth of Flow: 1.42 feet Velocity: 21.11 fps • Q
\ Velocity: 3.08 fps
CHUTE SECTION y Channel Lining: Grouted Rock Rip Rap Storage volume computations
SKIMMER I
Channel Lining: Grouted Rock Rip Rap Freeboard: 1.00 feet
Freeboard: 1.00 feet SEDIMENT BASIN N0.2 >
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE 2
LD
(ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL a
B � (ac) (ac-ft) (ft) � m
WATER ENTRY UNIT GENERAL NOTES:
WITH TRASH SCREEN 829.00 N/A N/A 0.5738
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE. 831.00 N/A N/A 0.6427
0.6083 2.00 1.2033 1.2033 2.00
SLOPE DRAIN \ 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 832.21 N/A N/A 0.6852 0.6639 1.21 0.8032 2.0065 3.21
$�` CONVEYOR CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 0.6778 0.79 0.5388 2.5453 4.00
86 I 833.00 N/A N/A 0.7129
8 8 / 00 00 CONDITIONS 3. EMBANKMENTVMUST BEARRANT A CHANGE.COMPACTED TO DESIGN SPECIFICATIONS. 0.7492 2.00 1.4845 4.0297 6.00
8§Q 835.00 N/A N/A 0.7856
00
CULVERT \ I 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION 837.00 N/A N/A 0.8605 0.8910 2.58 1.4078 5.0692 8.58
(C-I) \ ORIFICE OPENING INSIDE THE INSTALLED. 838.58 N/A N/A 0.9216 0.8910 1.58 1.4078 7.0692 9.58
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
\ \ CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. 0.9738 2.00 1.9405 9.3852 12.00 w w w w
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 841.00 N/A N/A 1.0098 � 7F 7F 7
MANNER.
o 0 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.
SCHEDULE 40 PVC PIPE w w 0 w w
0 0 0
\ (BARREL OR ARM) ARTHEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO o
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE w w w w
OUTLET PROTECTION OPENINGS EXIST > > > >
r+ \/ \ LEXIBLE HOSE (MAJOR STORM EVENT) � � � �
C
FLOAT N N N
N
PLAN VIEW : SEDIMENT BASIN NO. Z - SEDIMENT BASIN NO. 2 PRINCIPLE SPILLWAY o
_ INVERT OF LOWEST STORM DESIGN INFORMATION 00
-� -� WATER DISCHARGE OPENING PVC VENT
SCALE: 1" = 50' H-ICI-H GRATE (MINOR STORM EVENT) PIPE Outflow z N
900 900 TOP VIEW -I I III _7 1!j!i!IJ1111LI1L1U1J!11U1_U FLEXIBLE HOSE MUST BE LOAT Skimmer Design -Sediment Basin SB-2 Total Discharge: 105.4757 cfs
Water Surface Elevation: 837.58 ft
50% CLEAN OUT EL. 832.21 VC VENT PIPE STORM WATER I SECURELY FASTENED TO
��PP I THE WATER QUALITY Tailwater Elevation: 0.00 ft
EXISTING GROUND I DISCHARGE DISCHARGE OPENING Required Drawdown Time 3 days Detention Base Elevation: 0.00 ft
OPENING
DIVERSION BERM Q25 HWD EL. 837.58 - Drawdown Rate 51,840 cf/day
NORMAL POOL EL. 835.00 ' Outlet#1: Sediment Basin 2 Principle Spillway, Drop Pipe
850 SKIMMER - OUTLET PIPE r _ Skimmer Size 6 in Riser Top Elev: 835.00 ft
----- _ 14 ft. 850 - ; 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 ;; = LEXIBLE HOSE Orifice Coefficient: 0.50
-- - . - . . - - - - \ BOTTOM EL. - - - - - - -
H L = 1.4 X DEPTH Orifice Diameter(1/4 inch increments) 3.5 in Weir Coefficient: 3.33
829.00 3.0°�° �- TO THE OVERFLOW Actual Dewatering Time 3.14 days Culvert Length: 67.00 ft
%SLOPE DRAIN CLASS B STONE J I- MINIMUM LENGTH APPLIES
800 OUTLET PROTECTION 800 WATER ENTRY UNIT ;I I Culvert Diameter: 36.00 in
' 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 L1----------- I ( ) Culvert Entrance Loss Coefficient: 0.90
SYNTHETIC LINER PRINCIPLE SPILLWAY END VIEW SIDE VIEW MAINTAIN DEPRESSION TO I _ _ _ Discharge: 105.48 cfs
2 FT X 1 FT ANCHOR _ -_
Cross Section A-A
TRENCH WITH GCL SUBGRADE 72" SQUARE CONCRETE RISER NO SCALE MINIMIZE CHANCE OF Required Discharge: 99.64 cfs
Scale: 1" = 50' W/TRASH RACK AND 67 FT OF 36" CMP SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
900 900 FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J.WWW. FAIRCLOTH & SON INC.
W.FAI R CLO TH S K I M M ER.COM
Q25 HWD EL. 837.58 STRUCTURE TELEPHONE: [phone]
50% CLEAN OUT EL. 832.21 EMAIL: WARREN®FAIRCLOTHSKIMMER.COM No � o
NORMAL POOL EL. 835.0
- EXISTING GROUND J z co
850 2. 850 w Q Q N
I� 14 ft. 2 FT X 1 FT ANCHOR TRENCH o m
z
RISER DETAILS 14 ft. RISER BUOYANCY CALCULATION o :
27 - - - Z' TRASH RACK Z Q w .. J o w
2 FT X 1 FT ANCHOR BOTTOM EL. 829.0 EL. 841.00
TRENCH 14 FT ACCESS SKIMMER Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w � = Q a a, J
CREST EL. SS 1'FREEBOARD times the upward force. � 0 U 0 � a-
800 800
❑❑❑❑d0❑❑❑❑�1❑❑❑❑d EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.838.5
0+00 0+50 1+00 1+50 2+00 2+50 3+00 NORMAL POOL EL. 835.00 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
2 2
SYNTHETIC LINER WITH 2 FT X 1 FT ANCHOR EXISTING GRADE 1 \ \ 1 72" Square Concrete Riser
Cross Section B-B
GCL SUBGRADE TRENCH Height = 6'
Scale: 1" = 50' 50% CLEANOUT EL. 832.21 I'
oil aim Weight= 15,220 lb
72"SQUARE
900 - SYNTHETIC LINER WITH 900 4'X 4'X V CLASS B STONE CONCRERISER
TE
Where: Q
MAIN HAUL ROAD GCL SUBGRADE
RREL CMP Riser Weight= 15,220 lb Z J
. J:�� 1' it it Z
\2•' Q25 HWD EL. 837.58
\ \
---------------
50% CLEAN OUT EL. 832.21 NORMAL POOL EL. 835.0 I \ \\\\\\\\\\ \ \\\\ \\\ \ \\\\\\
\ \ \\ \ \\ \\ \\ Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete O �
EXISTING GROUND
BOTTOM OF POND EL. 829.00 a Q N LU
� ° ° °° °
L
850 ? SUMP 21 ? 850 ° Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3 = 3675 lb Z Q , Q
°
14 ft. - SYNTHETIC LINER d STABILIZED OUTLET _ V 0
3.01 WITH GCL SUBGRADE ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH Structure Weight= 15,220 lb + 3675 lb = 18895 lb J Z J
LU
�2 FT X 1 FT ANCHOR � ?•�
TRENCH FILTER CLOTH/GEOTEXTILE 14 FT ACCESS ELEVATION VIEW Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 W � Z LL
LINER N.T.S. W
CREST EL. 841.0 Q O
800 �30 Buoyancy= 216 ft3 x 62.4 Ib/ft3 = 13,478.4 Ib V Q
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 Z 72" SQUARE CONCRETE RISER m a
2 FT X 1 FT ANCHOR ANTI-FLOTATION BLOCK (IF APPLICABLE) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) _ � � Z
Cross Section C-C' TRENCH m
18895 lb > 13,478.4 lb x 1.25 = Z
Scale: 1" = 50' ° ° ° ° a ° 18895 lb > 16,848 lb � LU Q
q CUTOFF TRENCH
IlaaaaaaaV
EXISTING GROUND (ABUTMENTS) 0 LU
° ° ° Z Z LU '
O Z Z
FILL MATERIAL °
2' MINIMUM IF NOT CUT TO BEDROCK 6'-0" T-O" 0 J
\ \ \\ NOTES LU a a
\ ° 1. Portland cement concrete (type II recommended)for the inlet base a
BARREL CMP shall have a minimum compressive strength of 4,000 psi.
1 ° 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 I hereby certify that this document was
a black bituminous enamel paint. prepared by me or under my direct personal
3. Synthetic Liner with GCL subgrade to be installed per manufacture supervision and is correct to the best of my
SUITABLE EARTHEN MATERIAL specifications utilizing batten strip at concrete riser and pipe boot for knowledge and belief and that I am a duly
COMPACTED TO 95% OF STANDARD culvert. licensed Professional Engineer under the
PLAN VIEW laws of the State of North Carolina. SHEET NUMBER
PROCTOR MAX. DRY DENSITY 4. Cushion geotextile to be installed at locations were riprap is to be
WITHIN ±2% OPTIMUM MOISTURE N.T.S. placed above the synthetic liner(emergency spillway, slope pipe/culvert
CUTOFF TRENCH DETAIL CONTENT Outlets, etc.) (Signature)
Date: 02C0-G006
N.T.S.

�3 y DITCH NO. 7 Qj
ti O Stage Storage Curve
SLOPE DRAIN g SB-10
FLUME CREST OF POND
EL.804.00' I EMERGENCY SPILLWAY DETAIL so4.00
TOP OF STRUCTURE 3:
LEVEL CONTROL SECTION ` 04.00) F-
0 50%CLEAN OUT EL. 796.83 O J
q,CO �co o / \ \ N.T.S.
j/
802.00 (802.27)
t
POROUS BAFFLES (TYP.) 61.90 ft. Q
/ N -s 8 s � � 0.73 ft.1.00ft. Freeboard �800.00
LU
/ TOP OF POND� 2 � - 2
EL. 804.00 55.00 ft. ��
i- o PRINCIPAL SPILLWAY(799.2 )
_
c�
' BOTT OF POND "� / /
EL.794. /♦♦ un�
W 798.00
0000
/♦ Oro B1 Channel Design (Non-Erodible) Wetted Perimeter: 58.25 Discharge: 87.24 cfs
I I 07
♦ Area of Wetted Cross Section: 41.04 De th of Flow: 0.73 feet �
0 ♦ �� / I ACCESS ROAD Channel Type: Trapezoidal, Equal Side Slopes p CLEA OUT LEVEL(7 6.83) . U
nj ♦ Velocity: 2.13 fps
NORMAL POOL EL. 799.27 �' Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000 796.00
I Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap
1 n ♦ �o Base Dimension: 55.00 Freeboard: 1.00 feet
(� ♦ / ' N
♦ Qv�
V +7
♦ � � / -� 794.00 411 '11�, U)
�O ♦ / r 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0)60 ♦♦ SYNTHETIC LINER Q
w � LIMIT '0" � Accumulative Storage (Acre-Ft)
,SKIM PRINCIPLE SPILLWAY SPILLWAY SEDIMENT BASIN NO. 3 PRINCIPLE SPILLWAY �
gD 72 SQUARE CONCRETE RISER W/TRASH RACK Storage volume computations
0 8 AND 67 FT OF 36 IN. CMP Outflow >
5b�- // / / - i Total Discharge: 97.95 cfs se-10 LD
Water Surface Elevation: 802.27 ft
WATER ENTRY UNIT GENERAL NOTES: Tailwater Elevation: 0.00 ft ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE '
WITH TRASH SCREEN
OUTLET PROTECTION 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE Detention Base Elevation: 0.00 ft (tt) (tt) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
-� 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
qq CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD Riser To Elev: 799.27 ft 794.00 N/A N/A 0.5152
1 / / o0 0o CONDITIONS WARRANT A CHANGE. p/ 795.00 N/A N/A 0.5471 0.5312 1.00 0.5251 0.5251 1.00
ft 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. Riser Base Elev: 794.00
.0 0.5634 1.00 0.5571 1.0822 2.00
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION Riser Length: 72.00 in 796.00 N/A N/A 0.5797
INSTALLED. g 796.83 N/A N/A 0.6076 0.5937 0.83 0.4930 1.5752 2.83
♦ EMERGENCY SPILLWAY ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE Riser Width: 72.00 in 0.6310 1.00 0.6242 2.2966 3.00
ORIZONTAL TUBE WITH A 797.00 N/A N/A 0.6133
/ DISCHARGE END OF THE PIPE. Orifice Coefficient: 0.50 0.6310 1.00 0.6242 2.2966 a.00
LEVEL CONTROL SECTION EL. =802.27 CONSTANT HYDRAULIC HEAD 798.00 N/A N/A 0.6486
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT Weir Coefficient: 3.33 0.6667 1.00 0.6599 2.9565 s.00 Z Z Z Z
799.00 N/A N/A 0.6848 z z z z
MANNER. w w w w
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT Culvert Length: 67.00 ft 799.27 N/A N/A 0.6956 0.6902 0.27 0.1864 3.1429 5.27 7F 7F 7F 7
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Culvert Diameter: 36.00 in o.7oaa o.73 o.s1o2 3.6531 6.00 0 0 0 0
I� EMERGENCY SPILLWAY soo.00 N/A N/A o.72aa
/ Culvert Invert In: 795.00 ft 0.7446 1.00 0.7371 4.3902 7.00
CHUTE SECTION SCHEDULE 40 PVC PIPE sol.00 N/A N/A 0.7645
�. (BARREL OR ARM) 0.7858 1.00 0.7777 5.1679 8.00
ARTHEN EMBANKMENT Culvert Friction Coefficient: 0.02 soz.00 N/A N/A o.ao71 w w w w
MAXIMUM HEIGHT OF FLOAT WHEN NO 0.8122 0.27 0.2193 5.3872 8.27 0 0 0 C)
FLUME b ��� �� Culvert Entrance Loss Coefficient: 0.90 802.27 N/A N/A 0.8173
/ MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE 0.8450 1.73 1.4631 6.8503 10.00
804.00 N/A N/A 0.8828
OPENINGS EXIST o 0 0 0
LEXIBLE HOSE > > > >
(MAJOR STORM EVENT) Discharge: 97.95 cfs
SLOPERA\IN/� ' L � �, X FLOAT
_ INVERT OF LOWEST STORM PVC VENT N
PLAN VIEW : SEDIMENT BASIN NO. 3 -I -� GRATE - WATER DISCHARGE OPENING PIPE o N N
HEE+EniH (MINOR STORM EVENT)
SCALE: 1" = 50' TOP VIEW -II II I LOAT EMERGENCY SPILLWAY DETAIL z N
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO CHUTE SECTION
PVC VENT PIPE I STORM WATER THE WATER QUALITY
DISCHARGE--,, DISCHARGE OPENING N.T.S.
OPENING
850 EXISTING GROUND 850 - - 29.73 ft.
_ OUTLET PIPE - _
2 FT X 1 FT ANCHOR TRENCH r
- 0.1$ t
-- ---------- Q25 HWD EL. 801.27 NORMAL POOL EL. 799.27
1. ft. Freeboard
-----;; - LEXIBLE HOSE 2 _ 2
2.7 50% CLEAN OUT EL. 796.83 SKIMMER - H L = 1.4 X DEPTH 25.00 ft.
/ 14 ft. '• � 'i �- ' TO THE OVERFLOW
14 ft. CREST 804.0
800 800 I i MINIMUM LENGTH APPLIES Channel Design (Non-Erodible) Channel Slope: 50.0000
---------- -
BOTTOM EL. 794.0 1.5% WATER ENTRY UNIT ;;--
SCHEDULE 40 PVC PIPE anning's n of Channel: 0.0175
' 'i I '' BARREL OR ARM)
Channel Type: Trapezoidal, Equal Side Slopes
Li___________ (BA Dimensions: Left Side Slope 2.00:1 Discharge: 87.24 cfs
=1 Skimmer Design -Sediment Basin SB-3
CLASS B STONE I Right Side Slope 2.00:1 Depth of Flow: 0.18 feet
SYNTHETIC LINER Base Dimension: 25.00 Velocity . p
2 FT X 1 FT ANCHOR TRENCH � OUTLET PROTECTIONS END VIEW SIDE VIEW : 1900 fps
MAINTAIN DEPRESSION TO - - - Required Drawdown Time 3 days
WITH GCL SUBGRADE MINIMIZE CHANCE OF q Y
750 (SEE SHEET 34 OF 34) 750 (NO SCALE) SKIMMER BECOMING STUCK Wetted Perimeter: 25.81 Channel Lining: Grouted Rock Rip Rap 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 Area of Wetted Cross Section: 4.59 Freeboard: 1.00 feet Skimmer Size 5 in
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC.
WWW.FAIRCLOTHSKIMMER.COM Head on Skimmer 0.333 ft
Cross Section A-A' PRINCIPLE SPILLWAY TELEPHONE: [phone]
72"
SQUARE CONCRETE RISER STRUCTURE FAX: [phone] Calculated Orifice Size 2.865 in
Scale: 1" = 50' EMAIL: WARREN®FAIRCLOTHSKIMMER.COM
W/TRASH RACK AND 67 FT OF 36" CMP Orifice Diameter(1/4 inch increments) 3 in
Actual DewateringTime 3.05 days o 0 0
Q N n
Required Volume 36,594 cf
J z :5 co
850 EXISTING GROUND 850 2 FT X 1 FT ANCHOR TRENCH w Q Q o
Q25 HWD EL. 801.27 NORMAL POOL EL. 799.27 RISER DETAILS 14 ft. RISER BUOYANCY CALCULATION o :
TRASH RACK w w U o
SYNTHETIC LINER EL. 804.00 0 � 0 w J � z
50% CLEAN OUT EL. 796.83 SKIMMER 1'FREEBOARD,.�° Demonstrate adequate stability by showing the downward force is a minimum of 1.25 � Q w Q o w
WITH GCL SUBGRADE w � = Q U a, J
❑❑❑❑0U❑❑❑❑UU❑❑❑❑U , times the upward force. C) 0 U 0 � a-
2 - 14 ft. 14 ft. 1❑❑❑❑0 d❑❑❑❑A 1❑❑❑❑0 EMERGENCY SPILLWAY DEPTH � EMERGENCY SPILLWAY EL.802.27
800 2' - - _ _ 21 2 800 NORMAL POOL EL. 799.27 ❑❑❑❑H FIDEI��❑❑❑❑0 1'FREEBOARD MIN. 2 �o�° 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
BOTTOM EL. 794.0 ,,.,,
EXISTING GRADE(11 7 1 72" Square Concrete Riser
14 FT ACCESS �
Height=Approximately 6'
2 FT X 1 FT ANCHOR TRENCH CREST EL. 804.0 50% CLEANOUT EL. 796.86 „ .,,
Weight= 15,220 lb
72"SQUARE \\' ' ' \\ \\ \\ \\ \\ \\ \ \\� \��\\\
750 750 4 X 4 X 1 CLASS B STONE COTE \ 36'D A BAR \ \ \ \ \ \ \ \ \ \ \ \ \ \� Where: Q
0+00 0+50 1+00 1+50 2+00 2+50 �� 1' � RISER 6.00, � REL CMP � V
Riser Weight= 15,220 lb
Z
Z J
Cross Section B-B'
BOTTOM OF POND EL. 794.00 Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete W
(7
Scale: 1 - 50 d °
° d ° Weight of Concrete Base = ft x 7 ft x 0.5 ft)x 150 lb/ft 3675 Ib Z3 = M
SYNTHETIC LINER � STABILIZED OUTLET Z a 0
ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH J 0 0 LV
WITH GCL SUBGRADE Structure Weight = 15,220 lb + 3675 lb = 18895 lb 0 = Z J
ELEVATION VIEW Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 Z M
N.T.S. Buoyancy= 216 ft'x 62.4 lb/ft' = 13,478.4 Ib (.� Z Q
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
EXISTING GROUND (ABUTMENTS) ° ° e ° = Z W Q
° ° d 18895 Ib > 16,848 Ib �
FILL MATERIAL ° 0
2' MAXIMUM IF NOT CUT TO BEDROCK d IV W
W
NOTES 0 Z � Z
1 6'-0° 7'-0° 1. Portland cement concrete (type II recommended)for the inlet base Q
1 ° shall have a minimum compressive strength of 4,000 psi. 0 J
2. Where corrugated aluminum or aluminized steel pipe is used, all W a a
d ° areas where the pipe is to be in contact with concrete shall be painted with a 0
2 � ° BARREL CMP a black bituminous enamel paint.
3. Synthetic Liner with GCL subgrade to be installed per manufacture
SUITABLE EARTHEN MATERIAL d ° ° d ° ° specifications utilizing batten strip at concrete riser and pipe boot for I hereby certify that this document was
COMPACTED TO 95% OF STANDARD , ° ° d ° ° ° 4 culvert. prepared by me or under my direct personal
PROCTOR MAX. DRY DENSITY ° ° ° 4. Cushion geotextile to be installed at locations were riprap is to be supervision and is correct to the best of my
WITHIN ±2/° OPTIMUM MOISTURE laced above the synthetic liner(emergency spillway, sloe I e/culvert
CONTENT p y ( g Y p Y, p p p knowledge and belief and that I am a duly
CUTOFF TRENCH DETAIL outlets, etc.
licensed Professional Engineer under the
N.T.S. laws of the State of North Carolina. SHEET NUMBER
PLAN VIEW (Signature)
N.T.S. Date: 02C0-G007

----------------
CESS� ROAD NORMAL POOL EL. 793.02 y � Stage Storage Curve
EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN N0. 4
LEVEL CONTROL SECTION 799.50
y Z =
N.T.S.
DITCH NO. 10 �1 J
y * 57.90 ft. 797.50 TOP O)STRUCTURE O
ST C
\ FL, 798 1 1.00ft. Freeboard 795.50 EMERGENCYSPILLWAY (796.02) `
\ � � 2 0.9
�0, ft 8 . � Q
SLOPE DRAIN N C U-S S 50.00 ft.
\ \ TOf OF POND W
E798.00 793.50
PR NCIPAL SPILLWAY(793. 2) EL
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) to
Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000 ' • o
Right Side Slope 2.00:1 Manning's In of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap 789.50 U
\ \ � Base Dimension: 50.00 Freeboard: 1.00 feet
o 50/°CLEAN OUT EL. 790.50 G
\ WATER ENTRY UNIT 787.50 o
SLOPED 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 ' N
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
S BAFFLES TYP.
PO (IT PIPE.
\ r $ 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN Accumulative Storage (Acre-Ft) Q
\ ` -DELINEATED-,, CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD SEDIMENT BASIN NO. 4
o00000 0o CONDITIONS WARRANT A CHANGE. Outflow
X WETLANDS- 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
Total Discharge: 130.7449 cfs Storage volume computations
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
INSTALLED. Water Surface Elevation: 795.02 ft '
ORIFICE OPENING INSIDE THE Q
5 EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE SB-4
_ ORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. Tailwater Elevation: 0.00 ft >
CONSTANT HYDRAULIC HEAD Detention Base Elevation: 0.00 ft
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
FLUME I \ .•. .•. �• MANNER. ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE ' LD
'I� 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 _Z3
�N ® SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. (ac) (ac-ft) (ft) ' m
SCHEDULE 40 PVC PIPE Riser Top Elev: 793.02 ft
\� BARREL OR ARM ARTHEN EMBANKMENT Riser Base Elev: 787.50 ft
( ) 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
\ I Riser Width: 72.00 in 0.8340 1.00 0.8350 2.3081 3.00
I \ \ OPENINGS EXIST 50 N/A N/A 0. .7908633
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
Weir Coefficient: 3.33 0.9670 1.52 1.4698 4.6481 5.52
793.50 N/A N/A 1.0123
EMERGENCY SPILLWAY FLOAT
Culvert Length: 105.00 ft 793. N/A N/A 1.0410 0.9813 0.48 0.4711 5.1192 6.00
0 I LEVEL CONTROL SECTION EL. =796.02 Culvert Diameter: 42.00 in 1.1017 2.00 2.1813 7.3005 8.00
795.50 N/A N/A 1.1624 �,
'r" -_ INVERT OF LOWEST STORM
0 PVC VEN i Culvert Invert In: 787.50 ft 1.1789 0.52 0.6130 7.9136 8.52
o o T \ -III-II GRATE WATER DISCHARGE OPENING PIPE 796.02 N/A N/A 1.1955 w w w w
I \ I(0 100 - - Culvert Friction Coefficient: 0.02 1.2260 1.48 1.8145 9.7281 10.00
l� H�-I�I�H (MINOR STORM EVENT) 797.50 N/A N/A 1.2896
CD o \ Co OUTLET PROTECTION TOP VIEW -I I I I LoA Culvert Entrance Loss Coefficient: 0.90 798.00 N/A N/A 1.3066 1.2981 0.50 0.6467 10.3748 10.50 0 0 0 0
I T I I _"_1771717=77=0FLEXIBLE HOSE MUST BE
\ 00 \ SECURELY FASTENED TO
PVC VENT PIPE I I STORM WATER THE WATER QUALITY Discharge: 130.74 cfs 0 C) C) C)
DITCH NO. 15\ I BOTTOM OF POND I DISCHARGE DISCHARGE OPENING 0
T EL.787.50 A t - OPENING o C, 0 0 0
L-� � � �> Un Un Un Un
I _ OUTLET PIPE - Z > > > >
\ EMERGENCY SPILLWAY
� CHUTE SECTION
\ I A PRINCIPLE SPILLWAY 7{ i H i LEXIBLE HOSE L = 1.4 X DEPTH o N
N N N
SYNTHETIC LINER \ N o \
T 72 SQUARE CONCRETE I- TO THE OVERFLOW °
RISER W/TRASH RACK LIMIT ', I- MINIMUM LENGTH APPLIES EMERGENCY S P I L LWAY DETAIL o N
CHUTE SECTION z\ AND 105 FT OF 42 IN. CMP WATER ENTRY UNIT i i I I ;' SCHEDULE 40 PVC PIPE
T 1 ST-110 '___Li___________ (BARREL OR ARM) N.T.S. 1.00ft. Freeboard
\ �\ END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - - ft.
(NO SCALE) MINIMIZE CHANCE OF 30.21
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10 1� 7 / �1
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W W.FAIRCLOTHS MMER.COM 2 - 25.00ft. 2
TELEPHONE: 177244
FAX: (919) 321266
s94 �, STRUCTURE EMAIL: [e-mail] 0.30 ft.
ACCESS ROAD I Channel Design (Non-Erodible) Channel Slope: 21.8000
211 \ Skimmer Design-Sediment Basin SB-4 Manning's In of Channel: 0.0175
Channel Type: Trapezoidal, Equal Side Slopes
B / �. f 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
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 RISER BUOYANCY CALCULATION \ o C,
Actual DewateringTime 3.42 days Q N N
Demonstrate adequate stability by showing the downward force is a w Q � Q
850 EXISTING GROUND 850 CUTOFF TRENCH Required Volume 53,946 cf minimum of 1.25 times the upward force. o
11
Q25 HWD EL. 795.02 NORMAL POOL EL. 793.02 EXISTING GROUND (ABUTMENTS) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) LL LL U N
o
50% CLEAN OUT EL. 790.50 2 FT X 1 FT ANCHOR TRENCH 0 � v w J � z
OUTLET
2� SKIMMER PROTECTION FILL MATERIAL 2' MAXIMUM IF 72" Square Concrete Riser w � = Q a a, J
CREST 798.0 NOT CUT TO TRASH RACK- RISER DETAILS 14 ft. o o U o � �
800 14 ft. ___�14 f.� 800 EL. 798.00 Height Approximately 6'
-- BEDROCK Weight= 15,220 lb
SKIMMER
V FREEBOARD
0❑❑❑❑�❑❑��❑❑❑❑�0�0❑❑❑❑0
2 FT X 1 FT ANCHOR BOTTOM EL. 787.50 3•0% 1 _ _ NORMAL POOL EL. 793.02 0❑❑❑❑�������0❑❑❑❑� EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.796.0 Where:
TRENCH 2 FT X 1 FT ANCHOR 1
0❑❑ ❑❑❑❑ ❑❑❑❑U 1'FREEBOARD MIN.
CLASS B STONE TRENCH - 2 2 Riser Weight= 15,220 lb
77
SYNTHETIC LINER EXISTING GRADE � i 1� SYNTHETIC LINER � 1
750 WITH GCL SUBGRADE 750 2, WITH GCL SUBGRADE Weight of Concrete Base = (Length x Width x Depth)x Unit
0+00 0+50 1+00 1+50 2+00 2+5�Q 3+00 3+50 4+00 SUITABLE EARTHEN MATERIAL °
\ COMPACTED TO 95% OF STANDARC 50/° CLEANOUT EL. 790.50 Weight of Concrete Q
I I Z
J� PRINCIPLE SPILLWAY PROCTOR MAX. DRY DENSITY 4'X 4'X 1' CLASS B STONE I I \ \ \ \ \ \ \ \�\ \` \` \ \`\\ Weight of Concrete Base = (7 x 7 ft x 0.5 ft)x 150 Ib/ft3 = 3675 lb Z J
Cross Section A-A \ 72" SQUARE CONCRETE RISER WITHIN ±2% OPTIMUM MOISTURE 72"SQUARE ft CONCRETE \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \\\ \
Scale: 1" = 50' W/TRASH RACK AND 105 FT OF 42" CMP CONTENT o 0 0 0 0 0 1 RISER 42" DIA BARREL CMP
5.52' Structure Weight = 15,220 lb + 3675 lb = 18895 lb Q 0 W
CUTOFF TRENCH DETAIL -----I \��\�\�\����\�`�\���\���\� �� � ��\� \�\�\�\�
N.T.S. ° ° Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 Z Q o
BOTTOM OF POND EL. 787.50 d ° d J V O W
Buoyancy= 216 ft'x 62.4 lb/ft' = 13,478.4 lb O = Z J
SYNTHETIC LINER STABILIZED OUTLET Z �
WITH GCL SUBGRADE ELEVATION VIEW ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Q O 0
18895 lb > 13,478.4 lb x 1.25 V Q
N.T.S. 18895 lb > 16,848 lb Z m a
0
NOTES = ~
72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) 1. Portland cement concrete (type II recommended)for the inlet base = Z Z Z
850 850 ° shall have a minimum compressive strength of 4,000 psi. LLI Q
EXISTING GROUND Po 2. Where corrugated aluminum or aluminized steel pipe is used, all J O
Q25 HWD EL. 795.02 ° d ° ° ° areas where the pipe is to be in contact with concrete shall be painted with U LU
NORMAL POOL EL. 793.02 � � ° a p�p
50% CLEAN OUT EL. 790.50 a ° a black bituminous enamel paint. Z W ;
-- ° 3. Synthetic Liner with GCL subgrade to be installed per manufacture O Z (n Z
° specifications utilizing batten strip at concrete riser and pipe boot for
800 14 ft. -------------- 800 culvert.14 ft. d CUI rt Q
_ 4. Cushion geotextile to be installed at locations were riprap is to be W a
2 FT X 1 FT ANCHOR BOTTOM EL. 787.50
6-0" T-0" placed above the synthetic liner(emergency spillway, slope pipe/culvert _ Q
TRENCH SYNTHETIC LINER 2 FT X 1 FT ANCHOR 14 FT ACCESS a \ \ \\ \\\ outlets, etc.) a 0
WITH GCL SUBGRADE TRENCH CREST EL. 798.00
750 750 ° I hereby certify that this document was
BARREL CMP prepared by me or under my direct personal
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
on B-B' ° ° ° ° d a licensed Professional Engineer under the
Cross Secti
Scale: 1" 50' ° laws of the State of North Carolina. SHEET NUMBER
PLAN VIEW (Signature)
N.T.S. Date: 02CO-GO08

goo � v le � ;% Stage Storage Curve
EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 5
00 ` ----- �Ile - - LEVEL CONTROL SECTION " �=M ::E
-
\ N.T.S. (55.00)STRUCTURE
\ 1G NORMAL POOL EL: 851.48 \ Z _
♦ �♦ 41.09 ft. 854.00 DITCH NO. 16 �
$�o \ ;.SLOPE DRAIN 0.52 ft. E ERGENCY SPILLWAY 853.48) o
' � 853.00
1.00ft. Freeboard
FLUME � - 13 2 2 852.00
A 65 0� A, �- 35.00 ft.
f j 851.00
��• PRINCIPAL SPILLWAY(851.48)
s� -- ---- ! NAD-83
�6o G NC-SPA SEDIMENT BASIN NO. 5 PRINCIPLE SPILLWAY DITCH NO. 16 W
6o �, /
$ z ; Channel Design (Non-Erodible) 0 850.00 -
ACCESS AD / -�- / Outflow 2
/ I / Slopes
l Sid E l id T l Ty
pe: Trapezoidal, Equal opes
Total Discharge: 45.2490 cfs aa))
BOTT OF-NO -- /� Dimensions: Left Side Slope 2.00:1 W 849.00
45.00 Right Side Slope 2.00:1 Water Surface Elevation: 852.48 ft CLEAN OUT LEVEL(848.73)
- / Tailwater Elevation: 0.00 ft
SYNTHETIC LINER j-+ / Base Dimension: 35.00
LIMIT / Detention Base Elevation: 0.00 ft 848.00 ��� ,
SKIMMER-� / �- / Wetted Perimeter: 37.34 o
r ° -�� / Area of Wetted Cross Section: 18.89 Outlet#1: Sediment Basin 5 Principle Spillway, Drop Pipe 847.00 v
SLOPE DRAIN 50%CLEAN OUT EL. 848.73 / Riser Top Elev: 851.48 ft
- - _ // / Channel Slope: 0.1000 Riser Base Elev: 845.00 ft p
�O\\
i \ POROUS BAFFLES (TYP.). / Manning's Inof Channel: 0.0175 Riser Diameter: 72.00 in 846.00CD
' N
/ / Orifice Coefficient: 0.50 ' N
DITCH NO. 19 , / Discharge: 32.19 cfs Weir Coefficient: 3.33 845.00
_
B P - X/ EMERGENCY SPILLWAY Depth of Flow: 0.52 feet
/ LEVEL CONTROL SECTION EL.=853.48 Velocity: 1.70 fps Culvert Length: 60.00 ft 0.00 0.50 1.00 1.50 2.00 2.50
�� I A /•+- / Culvert Diameter: 30.00 in Q
+ / , , ♦ / _ Channel Lining: Grouted Rock Rip Rap Culvert Invert In: 849.21 ft Accumulative Storage (Acre-Ft)
OUTLET PROTECTION EMERGENCY SPILLWAY Freeboard: 1.00 feet Culvert Friction Coefficient: 0.02
CHUTE SECTION Culvert Entrance Loss Coefficient: 0.90 '
Storage volume computations Q
PRINCIPLE SPILLWAY
�.72" SQUARE CONCRETE RISER W/TRASH RACK Discharge: 45.25 cfs 6
AND 60 FT OF 30 IN. CMP SEDIMENT BASIN No.5
---- J J / m
----' WATER ENTRY UNIT ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
/
GENERAL NOTES: (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
-�- WITH TRASH SCREEN
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE (ac) (ac-ft) (ft)
ACCESS ROAD + / 84� PIPE.
ST-109 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 845.00 N/A N/A 0.1480
/ CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
0.1575 1.00 0.1539 0.1539 1.00
CONDITIONS WARRANT A CHANGE. 846.00 N/A N/A 0.1669 0.1763 1.00 0.1728 0.3267 2.00
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 847.00 N/A N/A 0.1858
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 0.2201
SCALE: 1 - 50 ORIZONTAL TUBE WITH A 0.2154 0.27 0.0561 0.7302 4.00
DISCHARGE END OF THE PIPE. 849.00 N/A N/A 0.2255 z z z z
CONSTANT HYDRAULIC HEAD 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 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.
S 0.2783 0.52 0.1433 1.4891 7.00
SCHEDULE 40 PVC PIPE w w w w
852.00 N/A N/A 0.2891 0 0 0 0
(BARREL OR ARM) ARTHEN EMBANKMENT 853.00 N/A N/A 0.3117 0.3004 1.00 0.2962 1.7853 8.00
0.3167 0.48 0.1520 1.9373 8.48
MERGENCY SPILLWAY MAXIMUM HEIGHT OF FLOAT WHEN NO 853.48 N/A N/A 0.3217 ° 0 0 0 0
OTHER STORM WATER DISCHARGE 0.3326 1.52 0.5091 2.4464 10.00
Q25 HWD EL. 852.48 OPENINGS EXIST 855.00 N/A N/A 0.3535 > > > >
LEXIBLE HOSE (MAJOR STORM EVENT)
900 900
F-SKIMMER FLOAT N N N
50% CLEAN OUT EL. 848.73 -
INVERT OF LOWEST STORM
NORMAL POOL EL. 851.48 -I I=I WATER DISCHARGE OPENING PVC VENT
H�I�I�H II GRATE PIPE EMERGENCY SPILLWAY DETAIL
�I f� 14 ft. 14 ft. TOP VIEW II (MINOR STORM EVENT) CHUTE SECTION
LOAT z
2 FT X 1 FT I _ . . _ FLEXIBLE HOSE MUST BE N.T.S.
850 CREST 855.0 850
' SECURELY FASTENED TO
ANCHOR 27 1 5% VC VENT PIPE I I ; STORM WATER THE WATER QUALITY
TRENCH DISCHARGE DISCHARGE OPENING Skimmer Design - Sediment Basin SB-5
BOTTOM EL. 845.0 OUTLET PROTECTION OPENING
EXISTING GROUND -
SYNTHETIC LINER 7 19.54 ft. A-
CLASS B STONE WITH GCL SUBGRADE - OUTLET PIPE - 0.1.4 fft Required Drawdown Time 3 days
1 1 1.00ft. Freeboard
80000 0+00 0+50 1+00 1+50 2+00 _ FLEXIBLE HOSE L 1.4 X DEPTH 2 15.00 ft. 2 D Ski m me\r Si Re to 6,2 /day
5 i n
; _ H =
PRINCIPLE SPILLWAY I- TO THE OVERFLOW Head on Orifice 0.208 ft
Cross Section A-A 72" SQUARE CONCRETE RISER I I- MINIMUM LENGTH APPLIES
I Calculated Orifice Size 1.404 in
Scale: 1" = 50' W/TRASH RACK AND 60 FT OF 30" CMP WATER ENTRY UNIT SCHEDULE 40 PVC PIPE Channel Design (Non-Erodible) Channel Slope: 50.0000
' I (BARREL OR ARM) Manning's In of Channel: 0.0175 Orifice Diameter(1/4 inch increments) 2 In
=1 Channel Type: Trapezoidal, Equal Side Slopes Actual Dewatering Time 3.17 days
I Dimensions: Left Side Slope 2.00:1 Discharge: 32.19 cfs
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO ZZ�- _ = _ Right Side Slope 2.00:1 Depth of Flow: 0.14 feet
(NO SCALE) MINIMIZE CHANCE OF Base Dimension: 15.00 Velocity: 15.59fps Required Volume 13,3741 cf
SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10 Wetted Perimeter: 15.60 Channel Lining: Grouted Rock Rip Rap
900 900 FA I R C LO TH SKIMMER° DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHS IK J. W. FAIRCLOTH MMER.COM Area of Wetted Cross Section: 2.06 Freeboard: 1.00 feet
Q25 HWD EL. 852.48 STRUCTURE TELEPHONE: [phone]
50% CLEAN OUT EL. 848.73 NORMAL POOL EL. 851.48 FAX: [phone]
66 EMAIL: WARREN®FAIRCLOTHSKIKIMMER.COM No � o
N O
= 6
U Q N NI
4 ft. 14 ft. z :5 \ c o
850 21 ----- 850 2 FT X 1 FT ANCHOR TRENCH RISER BUOYANCY CALCULATION w Q Q
?� �1 RISER DETAILS 14 ft. o N
BOTTOM EL. 845.0 TRASH RACK
14 FT ACCESS EL. 855.00 Demonstrate adequate stability by showing the downward force is a minimum of 1.25 0 0 o
z z w w EXISTING GROUND z
CREST EL. 855.00 SKIMMER 1'FREEBOARD times the upward force. c� 3: U w
�❑❑❑❑TT❑❑❑❑1�❑❑❑❑T EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.853.48 0 0 � o U a- -
U❑❑❑❑UU❑❑❑❑LU❑❑❑❑U Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
800 800 NORMAL POOL EL. 851.48 \77 1'FREEBOARD MIN.
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 2 2 72" Square Concrete Riser
2 FT X 1 FT ANCHOR 2 FT X 1 FT ANCHOR EXISTING GRADE . ARE 1 1 Height =Approximately 7'
TRENCH Cross Section B-B TRENCH i CONCRETE g
Wei t= 17170
50% CLEANOUT EL. 848.73 RISER Scale: 1" = 50' SYNTHETIC LINER �1 6.48' \\ \\\\\ \\ \ y\y\\�N\\\\\\\y\\\\\\\\\\y\\\\\\\\\\\\\\\\ Where:
` WITH GCL SUBGRADE 4'X 4'X 1' CLASS B STONE I \ \ \ \ \ \ \
30" DIA BARREL CMP \\ \ Riser Weight = 17170 lb Q
------ vt
\ \ \ \ \ \ \
7---- ---- N \N N \ \,\, \,\ \, z
Weight of Riser Fill = (Length x Width x Depth)x Unit Weight of Concrete Z
BOTTOM OF POND EL. 845.00 / ° ° °°
° a Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft)x 150 lb/ft' = 2700 lb (n 0
SYNTHETIC LINER ° STABILIZED OUTLET Q W W
WITH GCL SUBGRADE ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH Structure Weight= 17170 lb + 2700 lb = 19870 lb Z Q 0
ELEVATION VIEW J 0 0 W
ANTI-FLOTATION RISER FILL N.T.S. Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 0 = Z J
CUTOFF TRENCH (IF APPLICABLE) y y = Z M
Buoyancy 252 ft'x 62.4 lb/ft' = 15725 lb _
Downward Fr (structureweiht > 1.2 x wr Force C� 0 4 W
EXISTING GROUND (ABUTMENTS) 72 SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) o a d Force weight) 5 Upward d o ce Z Q a
19870 lb > 15725 lb x 1.25 m
0
° d ,FILL MATERIAL 19870 lb > 19656 Ib Z Z
2' MAXIMUM IF NOT CUT TO BEDROCK ° � a ° Z W a
W
z z w >
6'-0" 7'-0" O O Z
2' 2
SUITABLE EARTHEN MATERIAL a ° \ \\\\\\\\\\
J
COMPACTED TO 95% OF STANDARD ° NOTES W Q a
PROCTOR MAX. DRY DENSITY BARREL CMP 1. Portland cement concrete (type II recommended)for the inlet base a 0
WITHIN ±2% OPTIMUM MOISTURE a ° ° a ° ° ° a shall have a minimum compressive strength of 4,000 psi.
CUTOFF TRENCH DETAIL CONTENT ° ° a 2. Where corrugated aluminum or aluminized steel pipe is used, all I hereby certify that this document was
areas where the pipe is to be in contact with concrete shall be painted with prepared by me or under my direct personal
N.T.S.
a black bituminous enamel paint. supervision and is correct to the best of my
PLAN VIEW 3. Synthetic Liner with GCL subgrade to be installed per manufacture knowledge and belief and that I am a duly
specifications utilizing batten strip at concrete riser and pipe boot for licensed Professional Engineer under the SHEET NUMBER
N.T.S. culvert. laws of the State of North Carolina.
4. Cushion geotextile to be installed at locations were riprap is to be
placed above the synthetic liner(emergency spillway, slope pipe/culvert (Signature)
outlets, etc.) Date: 02CO-H005

9pp g \ tc Stage Storage Curve
4- S5 Ile- SEDIMENT BASIN NO. 6
EMERGENCY SPILLWAY DETAIL
/ ��p / / DITCH NO. 19 LEVEL CONTROL SECTION TOP OFSTRU TUBE
'/ 852.00
e9 N.T.S. (852.00)
Z
�$p je / 851.00
o
/ � � EMERGENCY SPILLWAY(850.41) J
A je B 44.38 ft. 850.00
FLUME ♦ ♦ 0 g ft J_
1 v ./ Nft. Freeboard
p SLOPE DRAIN - 2 2 J s4s.00
4i6 38.00 ft. PRINCIPAL SPILLW Y(848.51)
(n 848.00
0
/ ie S
\ 5ti0� 84 ♦ LU
ACCESS ROAD 0 847.00
t
/ SEDIMENT BASIN NO. 6 PRINCIPLE SPILLWAY >
I
- DITCH NO. 19 � BOTTOM OF PO Channel Design (Non-Erodible) Channel Slope: 0.1000 Outflow W 846.00
0/
� L.842.00 � � Manning's n of Channel: 0.0175 CLEAN UT LEVEL(845.68)
/ SYNTHETIC LINER / Total Discharge: 46.7834 cfs
LIMIT Channel Type: Trapezoidal, Equal Side Slopes Water Surface Elevation: 849.51 ft 845.00
SKIMMER ,� Z Z 11 Z 11 1 Dimensions: Left Side Slope 2.00:1 Discharge: 43.08 cfs
cp le 50%CLEAN OUT EL. 845.68 Z Right Side Slope 2.00:1 Depth of Flow: 0.59 feet Tailwater Elevation: 0.00 ft o
r Base Dimension: 38.00 Velocity: 1.85 fps Detention Base Elevation: 0.00 ft 844.00 U
ACCESS ROAD � � � �� p
NORMAL POOL EL. 848.51 le ,-/ Wetted Perimeter: 40.66 Channel Lining: Grouted Rock Rip Ra
� � � - g� p p Outlet#1: Sediment Basin 6 Principle Spillway, Drop Pipe 843.00 �
DITCH NO. 20 -`' \> Area of Wetted Cross Section: 23.27 Freeboard: 1.00 feet Riser Top Elev: 848.51 ft N
X ♦ '{,
/ 1' Riser Base Elev: 842.00 ft N
PRINCIPLE SPILLWAY s42.00 ,
--� 72" SQUARE CONCRETE RISER W/TRASH RACK Riser Diameter: 72.00 in o.00 0.60 1.20 1.80 2.40 3.00 3.60
B Q Orifice Coefficient: 0.50
X AND 50 FT OF 30 IN. CMP_ Weir Coefficient: 3.33
Accumulative Storage
I (Acre-Ft)
EMERGENCY SPILLWAY
OUTLET PROTECTION � � Culvert Length: 50.00 ft • Q
� �-�i� � Culvert Diameter: 30.00 in
POROUS BAFFLES (TYP.) CHUTE SECTION _ / �/+ Culvert Invert In: 846.15 ft Storage volume computations Q
/+ Culvert Friction Coefficient: 0.02 >
Culvert Entrance Loss Coefficient: .
SEDIMENT BASIN NO.6 a)
Cl E L Cffi 090
EMERGENCY SPILLWAY m
LEVEL CONTROL SECTION EL.=850.41 ` 0/ +/ Discharge: 46.78 cfs ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE 00
/'+% (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
- + (ac) (ac-ft) (ft)
WATER ENTRY UNIT A/ GENERAL NOTES: s42.00 N/A N/ 0.2034 WITH TRASH SCREEN 0.2141 1.00 0.2100 0.2100 1.00
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 843.00 N/A N/A 0.2248
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. 6CORRECT
RRCTAMOUNT OF A M 845.00 N/A N/A 0.2684
ME. MODIFICATIONS MAY BE REQUIRED IF FIELD 845.00 N/A N/A 0.2684 0.2762 0.68 0.1891 0.8837 3.68
00 00 CONDITIONS
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 847.00 N/A N/A 0.3143 0.3027 1.00 0.2983 1.2684 5.00 LL L
71
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 0
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
ORIZONTAL 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 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 0� 0� 0� 0�
0.3923 0.41 0.1608 2.4669 8.41 c w w w w
Q25 HWD EL. 849.51
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. 850.41 N/A N/A 0.3971 0
SCHEDULE 40 PVC PIPE 852.00 N/A N/A 0.4342 0.4108 1.59 0.6562 3.1231 10.00
NORMAL POOL EL. 848.51 ARTHEN EMBANKMENT
LIJ
900 900 (BARREL OR ARM) �
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
W/TRASH RACK AND 50 FT OF LEXIBLE HOSE (MAJOR STORM EVENT) o N N
SKIMMER 30" CMP FLOAT EMERGENCY SPILLWAY DETAIL 00
14 ft. �I 14 ft. CHUTE SECTION z
850 _ _ CREST 852.0 850 - INVERT OF LOWEST STORM PVC
2 FT X 1 FT ANCHOR 27 21 1.5% 2 F HI I II+II H GRATE (MINOR DISCHARGE
EVENT OPENING PPE VENT
WATER N.T.S.
STOR
BOTTOM EL7842..0 I I
TRENCH
CLASS B STONE EXISTING GROUND TF TOP VIEW II I I LOAT
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO Skimmer Design-Sediment Basin SB-6
OUTLET PROTECTION /PVC VENT PIPE -I STORM WATER THE WATER QUALITY
800 800 / I DISCHARGE DISCHARGE OPENING 19.65 ft.
// OPENING 0 16g fftt� Required Drawdown Time 3 days
0+00 0+50 1+00 1+50 2+00 2+50 1 1 5&t. Freeboard
_ OUTLET PIPE Drawdown Rate 9,774 cf/day
SYNTHETIC LINER Cross Section A-A' ' 2 15.00ft. 2 Skimmer Size 3 in
WITH GCL SUBGRADE Scale: 1" = 50' -
---�- '- FLEXIBLE HOSE Head on Orifice 0.25 ft
H L = 1.4 X DEPTH Calculated Orifice Size 1.680 in
�- TO THE OVERFLOW Orifice Diameter(1/4inch increments) 2.5 in
I- MINIMUM LENGTH APPLIES Channel Design (Non-Erodible) Channel Slope: 50.0000
Manning's n of Channel: 0.0175 Actual DewateringTime 3.23 days
WATER ENTRY UNIT SCHEDULE 40 PVC PIPE
i Channel Type: Trapezoidal, Equal Side Slopes
- (BARREL OR ARM) Dimensions: Left Side Slope 2.00:1 Discharge: 43.09 cfs
Right Side Slope 2.00:1 Depth of Flow: 0.16 feet Required Volume 23,292 cf
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ - - Base Dimension: 15.00 Velocity: 17.47 fps
NO SCALE MINIMIZE CHANCE OF Wetted Perimeter: 15.72 Channel Lining: Grouted Rock RipRap Q25 HWD EL. 849.51 anne g
SKIMMER BECOMING STUCK
NORMAL POOL EL. 848.51 DRAWN BY T. R. EVANS 10/10 Area of Wetted Cross Section: 2.47 Freeboard: 1.00 feet
900 900 FAIRCLOTH SKI MMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC. � 0
WWW.FAIRCLOTHSKIMMER.COM
50% CLEAN OUT EL. 845.68 STRUCTURE FAX: [phone] Q N
TELEPHONE: [phone] J
EMAIL: WARREN®FAIRCLOTHSKIMMER.COM
J z : co
EXISTING GROUND L' Q :�i CO a Q0
i
RISER BUOYANCY CALCULATION o o m
850 14 ft. 14 ft. 850 2 FT X 1 FT ANCHOR TRENCH w ..
---- o
2� BOTTOM EL 21 RISER DETAILS 14 ft. Demonstrate adequate stability by showing the downward force is a minimum of 1.25 0 � 0 w
2 FT X 1 FT ANCHOR TRASH RACK � Q w Q O w
842.0 1 EL. 852.00 times the upward force. w � = Q U a,
TRENCH 14 FT ACCESS SKIMMER � 0 U 0 � (I- �
1'FREEBOARD
SYNTHETIC LINER CREST EL. 852.00 + Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
�❑❑❑❑��❑❑❑❑��❑❑❑❑I EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.850.41
WITH GCL SUBGRADE NORMAL POOL EL. 848.51 ❑❑❑❑0�❑❑❑❑��❑❑❑❑0 1 FREEBOARD MIN.
800 _ 800 ' 72" Square Concrete Riser
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 1 1 Height=Approximately 7'
EXISTING GRADE-----.,, RE Weight= 17170 lb
CONCRETE
Cross Section 50% CLEANOUT EL. 845.68 RISER Where:
Scale: 1" = 50' � 6.51' i \\ \\ \ \ \ \\ \\ \ \ \\ \\ \ \ \\ \\ \ \\ \\ \\ \\ \ \\ \\\ \\ \\ \\ \\ \\ \ \\ \\\\\ \q Q
\ \ \\� \� \�\� \� \� Riser Weight= 17170 lb V Z
4'X4' X1' CLASSBSTONE � � \ \ \ Z J
1 30" DIA BARREL CMP _
P \ \
������� 1 i Weight of Riser Fill = (Length x Width x Depth)x Unit Weight of Concrete 0 �
Cn
BOTTOM OF POND EL. 842.007 a a a a ° a d Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft)x 150 Ib/ft3= 2700 lb Z Q 0
° Structure Weight = 17170 lb + 2700 lb = 19870 lb V Q
SYNTHETIC LINER STABILIZED OUTLET J W
WITH GCL SUBGRADE ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH 0� � Z_ LL
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
CUTOFF TRENCH ANTI-FLOTATION RISER FILL ELEVATION VIEW Q U_
(IF APPLICABLE) N.T.S. Buoyancy= 252 ft'x 62.4 lb/ft = 15725 Ib 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
7 1 F- Z Z
Z LLI=
FILL MATERIAL a d ° 198 170 Ib > 1> 196561 bx 1.25 � Q
2' MAXIMUM IF NOT CUT TO BEDROCK
j ° J 0
1 1 V W LU
a ° d Z '
4
2'
SUITABLE EARTHEN MATERIAL 6-0" 7'4" NOTES J
COMPACTED TO 95% OF STANDARD \ \\\\ \\\ `\ 1. Portland cement concrete (type II recommended)for the inlet base LLI a a
PROCTOR MAX. DRY DENSITY a shall have a minimum compressive strength of 4,000 psi. a 0
WITHIN ±2% OPTIMUM MOISTURE 2. Where corrugated aluminum or aluminized steel pipe is used, all
CUTOFF TRENCH DETAIL CONTENT d a ` BARREL CMP pip p y y
areas where the pipe is to be in contact with concrete shall be painted with I hereby certify that this document was
N.T.S. a ° ° a a black bituminous enamel paint. prepared by me or under my direct personal
3. Synthetic Liner with GCL subgrade to be installed per manufacture supervision and is correct to the best of my
specifications utilizing batten strip at concrete riser and pipe boot for knowledge and belief and that I am a duly
culvert. licensed Professional Engineer under the SHEET NUMBER
PLAN VIEW 4. Cushion geotextile to be installed at locations were riprap is to be laws of the State of North Carolina.
N.T.S.
placed above the synthetic liner(emergency spillway, slope pipe/culvert
outlets, etc.) (Signature)
Date: 02C0-H006

rV
ACCESS ROAD y leStage Storage Curve
I-, � ,` SEDIMENT BASIN NO. 7
' le POROUS BAFFLES (TYP.) 850.00
y DITCH NO. 20 OP OF STRUCTURE
( 50.00) 3:SLOPE DRAIN y IleA 849.00 F-
y ACCESS ROAD EMERGENCY SPILLWAY 848.34 O J
CREST
EMERGENCY SPILLWAY DETAIL 848.00 ( )
LEVEL CONTROL SECTION
BOTTOM OF PO N.T.S. 847.00
B EL.840.00 Q
O ' I / NAD-83 846.00 PRINCIPAL PILLWAY 8 6.34
�� -NC-SPCS 56.6564
8- gggg ff -17 O SKIMMER B1 1 O�T.00tft. Freeboard r- 845.00 -
>
2 2
SYNTHETIC LINER 50.00 ft. Lu
Lu 844.00
LIMIT
CLEI OUT LEVEL(843.50)
843.00
_ PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/TRASH
e4
CREST OF POND AND 54 FT OF 36 IN. CMP 842.00
i _ +♦ Channel Design Non-Erodible Channel Slope: 0.1000 G EL. 850.00 � g ( ) p 841.00
- ♦ 8 Manning's n of Channel: 0.0175
50%CLEAN OUT EL. 843.50 / �o
� -� OUTLET PROTECTION Channel Type: Trapezoidal, Equal Side Slopes N
k ♦ Dimensions: Left Side Slope 2.00:1 Discharge: 68.22 cfs 840.00
�� -�\ ._ x �� ♦ 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)
/ NORMAL POOL EL. 8-J'6.34 - � Base Dimension: 50.00 Velocity: 2.00 fps Q
1+ '� Wetted Perimeter: 52.97 Channel Lining: Grouted Rock Rip Rap Accumulative Storage (Acre-Ft)
EMERGENCY SPILLWAY A ♦ Area of Wetted Cross Section: 34.09 Freeboard: 1.00 feet 1
LEVEL CONTROL SECTION EL. 848.34 -�
Storage volume computations <
SEDIMENT BASIN NO.7 a)
a)
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE ' m
EMERGENCY SPILLWAY (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
CHUTE SECTION (ac) (ac-ft) (ft)
\ / 0.00 N/A N/A 3761 0.3915 1.00 0.3861 0.3861 1.00
841 0.
0.4221 1.00 0.4168 0.8029 2.00
842.00 N/A N/A 0.4374
PLAN VIEW : SEDIMENT BASIN NO. 7 Skimmer Design-Sediment Basin SB-7 843.00 N/A N/A 0.4685 0.4530 1.00 0.4475 1.2504 3.00
WATER ENTRY UNIT GENERAL NOTES: 0.4764 0.50 0.2381 1.4885 3.50
WITH TRASH SCREEN 843.50 N/A N/A 0.4844
SCALE: 1" = 50' 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 0.4844 0.50 0.2408 1.7293 4.00
Required Drawdown Time 3 days s44.00 N/A N/A 0.5003 w w w w
PIPE. Re
q Y 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 0
00 0o CONDITIONS WARRANT A CHANGE. Skimmer Size 4 in 846.34 N/A N/A 0.5771 0.5714 0.34 0.1943 2.9778 6.34
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 0.5825 0.66 0.3824 3.3601 7.00 w 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 0
INSTALLED.
848.00 N/A N/A 0.6336 0.6165 1.00 0.6105 3.9706 8.00
� a a a a
ORIFICE OPENING INSIDE THE Calculated Orifice Size 2.242 in 0.6390 0.34 0.2173 4.1879 8.34
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE 848.34 N/A N/A 0.6445 0
Q25 HWD EL. 847.34 ORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. 0.6657 1.66 1.1085 5.2964 10.00 .N w w w w
CONSTANT HYDRAULIC HEAD Orifice Diameter(1/4 inch increments) 2.5 in 850.00 N/A N/A 0.6977 > W W W
900 NORMAL POOL EL. 846.34 900 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 5 5 5 5
MANNER. Actual DewateringTime 3.40 days
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 Z 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 o N N
848.34 MAXIMUM HEIGHT OF FLOAT WHEN NO
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
850 �{ 14 ft. 850 OPENINGS EXIST o
- CREST 850.00
(MAJOR STORM EVENT) SEDIMENT BASIN NO. 7 PRINCIPLE SPILLWAY
2.� LEXIBLE HOSE EMERGENCY SPILLWAY DETAIL
BOTTOM EL. 840.0 FLOAT Outflow
2 FT X 1 FT ANCHOR CHUTE SECTION
TRENCH CLASS B STONE OUTLET PROTECTION 2 FT, - 9
TREE _ INVERT OF LOWEST STORM PVC VENT N.T.S. Total Discharge:e: 78.4987 cfs;
-�I -�I GRATE WATER DISCHARGE OPENING PIPE Water Surface Elevation: 847.34 ft
800 800 HEiIfIH (MINOR STORM EVENT) Tailwater Elevation: 0.00 ft
-1 I LOAT Detention Base Elevation: 0.00 ft
0+00 0+50 1+00 1+50 2+00 2+50 TOP VIEW 11 ILjTIPLILLIT11FLEXIBLE HOSE MUST BE 29.6252
' I SECURELY FASTENED TO
SYNTHETIC LINER r VC VENT PIPE STORM WATER THE WATER QUALITY Outlet#1: Sediment Basin 7 Principle Spillway, Drop Pipe
WITH GCL SUBGRADE Cross Section A-A PRINCIPLE SPILLWAY 0.1
� DISCHARGE � DISCHARGE OPENING t�
72" SQUARE CONCRETE RISER � � OPENING � 1 1 1. ft. Freeboard Riser Top Elev: 846.34 ft
Scale: 1" = 50' Riser Base Elev: 840.00 ft
W/TRASH RACK AND 54 FT OF 36 CMP 2 _I 2
OUTLET PIPE � ' 25.00 ft. Riser Length: 72.00 in
- = 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 In 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 ( ; I ;, SCHEDULE 40 PVC PIPE Right Side Slope 2.00:1 Depth of Flow: 0.16 feet Culvert Friction Coefficient: 0.02
i BARREL OR ARM
Li-________ ) Base Dimension: 25.00 Velocity: 17.25 fps Culvert Entrance Loss Coefficient: 0.90
900 900 _ 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
MINIMIZE CHANCE OF \ _
NORMAL POOL EL. 846.34 (NO SCALE)
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.
850 14 ft. 850
WWW.FAIRCLOTHSKIMMER.COM O I
_ RISER BUOYANCY CALCULATION Z
S TR U C TU R E
TELEPHONE:
(919)173271266244 w U O
EMAIL: WARREN®FAIRCLOTHSKIMMER.COM Z Z
21 - 21 Demonstrate adequate stability by showing the downward force is a minimum of 1.25 2 � Q U.i _j � Z
BOTTOM EL. 840.0 NCH times the upward force. w � = Q C) of
--T X 1 FT ANCHOR SYNTHETIC LINER 14 FT ACCESS RISER DETAILS 14 ft.
� � U � (n 0_ li
TENCH WITH GCL SUBGRADE CREST EL. 850.00 TRASH RACK EL. 850.00 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
800 800 SKIMMER 1'FREEBOARD
❑❑❑❑00❑❑❑❑00❑❑❑❑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
00❑1100❑❑❑❑0000000 EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.848.34 Height =Approximately 7'
NORMAL POOL EL. 846.34 IN77000❑00000000000000 V FREEBOARD MIN. Weight= 17,170 lb
2 2
2 FT X 1 FT ANCHOR =
Cross Section B-B I I �
„ - TRENCH EXISTING GRADE i i 1 F 1 Where:
Scale: 1 - 50'
Q
50% CLEANOUT EL. 843.50 CONCRETE
i .0 lin nil „ Riser Weight = 17,170 lb V Z J
I 6.34' I �� �� Z
4'X 4'X 1' CLASS B STONE 1 '- < --;--a- . -i 36" DIA BARREL CMP \ \ \ \ Weight of Concrete Base - (Length x Width x Depth)x Unit Weight of Concrete � O
d • .� Weight of Concrete Base = 7 ft x 7 ft x 0.5 ft x 150 lb/ft' = 3675 lb I.IJ
g ( ) Z a ti 0
• d \ \\ \\ \�\ �\ e �� �� �� Structure Weight= 17,170 Ib + 3675 Ib = 20845 Ib V
BOTTOM OF POND EL. 840.00 4 . , . • A.A. A J Z J
• n de • d" . • d as Buoyancy= Displacement Volume of Riser x 62.4 Ib/ft3
CUTOFF TRENCH SYNTHETIC LINER STABILIZED OUTLET Z LL
WITH GCL SUBGRADE ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb V O (n 0
ELEVATION VIEW Q
EXISTING GROUND (ABUTMENTS) ANTI-FLOTATION RISER FILL N.T.S. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z m a
FILL MATERIAL (IF APPLICABLE)
20845 lb > 13,478.4 lb x 1.25 0
2' MAXIMUM IF NOT CUT TO BEDROCK 20845 lb > 16,848 lb = Z Z
72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) Z W Q
- - - - - - - - - =
�� O
1 M
` d e d
• • LL W
1A ZLU
• ° a d
.Q NOTES O Z (n
r
• 1. Portland cement concrete (type II recommended)for the inlet base Q
2' L Z
�Li ed, shall have a minimum compressive strength of 4,000 psi. � Q
SUITABLE EARTHEN MATERIAL d \ \ 2. Where corrugated aluminum or aluminized steel pipe is used, all o (j) J
COMPACTED TO 95% OF STANDARD areas where the pipe is to be in contact with concrete shall be painted with W Q 0-
PROCTOR MAX. DRY DENSITY 6-0" 7'-0" a black bituminous enamel paint. a 0
3. Synthetic Liner with GCL subgrade to be installed per manufacture
WITHIN ±2% OPTIMUM MOISTURE
\ specifications utilizing batten strip at concrete riser and pipe boot for
CUTOFF TRENCH DETAIL CONTENT y y
I hereby certify that this document was
•a culvert. prepared by me or under y direct peal
d A .
m srson
N.T.S.
BARREL CMP 4. Cushion geotextile to be installed at locations were riprap is to be supervision and is correct the bet
placed above the synthetic liner(emergency spillway, slope pipe/culvert knowledge and belief and that I am duly
of my
d ° a
• ; d• , a • . a - < . outlets, etc.) licensed Professional Engineer under the
A. SHEET NUMBER
• • laws of the State of North Carolina.
PLAN VIEW (Signature)
Date: 02C0-H007
N.T.S.

900 A /le Stage Storage Curve
�(5'� /� le EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 8
FLUME LEVEL CONTROL SECTION 880.00
/ TOP OF STRUCTURE
(880.00)
sso lC DITCH NO. N.T.S. 879.00 _
!, H
le ACCESS ROAD 0
-
880 / 56.1896 878.00 EMERGENCY SPILLWAY(878.45) J
F
WASTE ROCK PILE �- F 5555 fftt,
PRINCIPAI.
ACCESS R AD (C / F � � / 1 01.00ft. Freeboard SPILLWAY(877.45
SLOPE DRAIN ___- � / 1
SYNTHETIC LINER le 2
LIMIT _
--------- -
-----N-AD_ 50.00 ft. - cn 876.00
-- S P�
SKIMMER �-
0 875.00 Uj
PRINCIPLE SPILLWAY 72" SQUARE Channel Design (Non-Erodible) Wetted Perimeter: 52.45 Discharge: 49.39 cfs :..,
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 a� 874.00 94L�hl OUT LEVEL(87A 06)
EL.870.00 ems_ / - Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000
B I I / ��/ Right Side Slope 2.00:1 Manning's In of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap
Base Dimension: 50.00 Freeboard: 1.00 feet 873.00
POROUS BAFFLES (TYP.) k yes �'
CO
872.00 � �
ggo.00 EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible)
CREST EL• ��. i� SEDIMENT BASIN NO. 8 PRINCIPLE SPILLWAY 871.00 E0
T-105- CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
SLOPE DRAIN ` �� / N.T.S. Dimensions: Left Side Slope 2.00:1 870.00 o
N
Right Side Slope 2.00:1 Outflow '
ACCESS ROAD �� Total Discharge: 50.3563 cfs
��' OUTLET PROTECTION/ Base Dimension: 20.00 9 0.00 o.so 1.60 2.40 3.20 4.00 4.so
Water urface Elevation: 878.45 ft Q
24.5884 Wetted Perimeter: 20.66 Tailwater Elevation: 0.00 ft •
A / Accumulative Storage (Acre-Ft)
Area of Wetted Cross Section: 2.99 Detention Base Elevation: 0.00 ft
50%CLEAN OUT EL. 874.26 � �X�X� > > � / / / -
_ X - -'(' Channel Slope: 50.0000 Outlet#1: Sediment Basin 8 Principle Spillway, Drop Pipe Storage volume computations Q
�X MINE PERMIT BOUNDARY 1 Manning's n of Channel: 0.0175 p >
- - - X Riser To Elev: 877.45 ft _
NORMAL POOL EL. 877.45 -
55ff
_ > _ - x- / VEGETATED EXIT CHANNEL 1 1 01.00tft. Freeboard Discharge: 49.36 cfs Riser DiameteRiser Base r: 72 000 int a
2 2 Depth Of FIOW. 0.15 feet SEDIMENT BASIN NO.8
N
20.00 ft. Orifice Coefficient: 0.50 ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE '
- Velocity: 16.53 fps
Weir Coefficient: 3.33 (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
J __ EMERGENCY SPILLWAY
CHUTE SECTION Channel Lining: Grouted Rock Rip Rap Culvert Length: 46.00 ft (ac) (ac-ft) (ft)
EMERGENCY SPILLWAY / Freeboard: 1.00 feet Culvert Diameter: 30.00 in
LEVEL CONTROL SECTION EL. 878.45 Culvert Invert In: 874.62 ft 870.00 N/A N/A 0.2648
0.2785 1.00 0.2734 0.2734 1.00
Culvert Friction Coefficient: 0.02 871.00 N/A N/A 0.2922
872.00 N/A N/A 0.3 0.3058 1.00 0.3008 0.5742 2.00
194
Culvert Entrance Loss Coefficient: 0.90 873.00 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 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 - I 1 1
PIPE. 875.00 N/A N/A 0.4053 0.3906 0.74 0.2864 1.6442 5.00 w 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 0
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 0 0 0 0
CONDITIONS WARRANT A CHANGE.0000o 0.4507 1.00 0.4451 2.5041 7.00
877.00 N/A N/A 0.4660 a� a�
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 877.45 N/A N/A 0.4801 0.4731 0.45 0.2129 2.7170 7.45 71 71 7
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
INSTALLED. Skimmer Design-Sediment Basin SB-8 0.5040 0.45 o.226s 3.2069 8.45
SKIMMER ORIFICE OPENING INSIDE THE 878.45 N/A N/A 0.5107
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE o
NORMAL POOL EL. 877.45 ORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. 880.00 N/A N/A 0.5564 0.5269 1.55 0.8212 4.0282 10.00 o 0 0 0
50% CLEAN OUT EL. 874.26 CONSTANT HYDRAULIC HEAD > > > > >
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT Required Drawdown Time 3 days _ > > > >
FUTURE 20 FT. BENCH 2 FT X 1 FT o 7. Drawdown Rate 20
MANNER.EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 109 cf/da
Y
m SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
ANCHOR TRENCH N
25ft. Skimmer Size 4 in N N N
900 Q25 HWD EL. 878.45 E 900 SCHEDULE 40 PVC PIPE a N
IL (BARREL OR ARM) ARTHEN EMBANKMENT Head on Orifice 0.333 ft o N N
MAXIMUM HEIGHT OF FLOAT WHEN NO Calculated Orifice Size 2.242 in
i --- - -- - �I 14 ft.CREST 880.0 MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE z N
OPENINGS EXIST Orifice Diameter(1/4 inch increments) 2.25 in
2 1 ° 1% 2 FTX 1 LEXIBLE HOSE (MAJOR STORM EVENT) Actual DewateringTime 3.04 days
BOTTO EL. 870.0 (11 OUTLET PROTECTION 850 TRENCF FLOAT
CLASS B STONE (SEE SHEET 34 OF 34) - INVERT of LOWEST STORM Required Volume 20,520 cf
2 FT X 1 FT ANCHOR TRENCH SYNTHETIC LINER I I GRATE WATER DISCHARGE OPENING P
II+II H PE
VENT
HI I
(MINOR STORM EVENT)
14 FT ACCESS RD. WITH GCL SUBGRADE =11
CHANNEL TOP VIEW III - FLEXIBLE HOSE MUST BE LOAT
800 EXISTING GROUND 800 SECURELY FASTENED TO Channel Design (Non-Erodible)
VC VENT PIPE I STORM WATER 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 r__ Z Right Side Slope 2.00:1
Scale: 1" = 50' W/TRASH RACK AND 46' FT OF 30" CMP - Base Dimension: 20.00
LEXIBLE HOSE
L = 1.4 X DEPTH 26.3152 Wetted Perimeter: 22.59
I- TO THE OVERFLOW � t A- Area of Wetted Cross Section: 12.25
% I- MINIMUM LENGTH APPLIES 01 •��ft. Freeboard
Channel Slope: 1.0000
WATER ENTRY UNIT SCHEDULE 40 PVC PIPE 2 2 Manning's In of Channel: 0.0245
50% CLEAN OUT EL. 874.26 `• 'i I REL OR A 20.00 ft. -
----------- (BAR RM)
NORMAL POOL EL. 877.45 2 FT X 1 FT ANCHOR TRENCH - - - - _ = _ _ _ _ _ _ -I Discharge: 49.38 cfs
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 OFCO
CREST EL. 850.00 SKIMMER BECOMING STUCK N z o
�I 14 ft. Freeboard:inig; g1.00 feetetated N o o n
DRAWN BY T. R. EVANS 10/10
2 Cn
7 21 EAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FAIRCLOTH & SON INC. U = Q N Cn
WWW.FAIRCLOTHSKIMMER.COM J n
2 FT 1 FT ANCHOR O
BOTTOM EL. 870.0 TELEPHONE: [phone] w Q Q
TRENCH STRUCTURE FAX: [phone] J
850 EMAIL: WARREN®FAIRCLOTHSKIMMER.COM RISER BUOYANCY CALCULATION Z
0
W O
2 FT 1 FT ANCHOR TRENCH L C)Demonstrate adequate stability b showing the downward force is a minimum of 1.25 � w J ❑ z
SYNTHETIC LINER EXISTING GROUND q Y Y 9
WITH GCL SUBGRADE TRASH RACK RISER DETAILS LLI
14 ft. o o o U
times the upward force. w < = Q \ 0
EL. 880.00
SKIMMER 1'FREEBOARD Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
800 800 U❑❑❑❑�0❑❑❑❑0 ❑❑❑❑U
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 �110 EI 0❑❑❑❑0�❑❑❑❑0 + EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.878.45 72" Square Concrete Riser
NORMAL POOL EL. 877.45 UL11 LI 0❑❑❑❑0U❑❑❑❑j V FREEBOARD MIN. Height-Approximately 8'
Cross Section B-B' 2 2 Weight= 19,120 lb
= 30" CMP Scale: 1" - 50' EXISTING GRADE RE 1 F 1
CONCRETE I Where:
50% CLEAN . 874.26 RISER oil
7.45' \\ \\\\ \ \ \\ \\ \\\\\ \ \ \\ \\ \\ \ \\ \ \ \ \ \\ \\ \\\\ \\\ \ \ \ \\\\ \\ \ Riser Weight= 19,220 lb Z
I Z J
4'X 4'X V CLASS B STONE F \ \ \ \ \ \ \
r a 30 -
DIA BARREL CMP \ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete Q
° ..
'00,
to O H
\� \ \ \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3= 3675 lb Q 00 LU
Q 0
BOTTOM OF POND EL. 870.00 a < a ° �° ° Z
Structure Weight = 19120 lb + 3675 lb = 22795 lb V
STABILIZED OUTLET O = Z J
CUTOFF TRENCH SYNTHETIC LINER ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 W Z LL
� WITH GCL SUBGRADE ELEVATION VIEW
(n Buoyancy = 216 ft'x 62.4 Ib/ft3= 17971.2 lb Q O
EXISTING GROUND (ABUTMENTS) ANTI-FLOTATION RISER FILL N.T.S. () Z
(IF APPLICABLE) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) m a
0
FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK 72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) 22795 lb > 2 ,464 l lb x 1.25
22795 Ib > 22,464 lb = II- Z Z
H Z LVLU
Q
° NOTES Z LLI
2, a° 1. Portland cement concrete (type II recommended)for the inlet base 0 Z 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 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 y j Q a
PROCTOR MAX. DRY DENSITY a black bituminous enamel paint. a
WITHIN ±2% OPTIMUM MOISTURE \ \\\�\\\�� s 3. Synthetic Liner with GCL subgrade to be installed per manufacture
CUTOFF TRENCH DETAIL CONTENT a ° a specifications utilizing batten strip at concrete riser and pipe boot for
BARREL CMP culvert. I hereby certify that this document was
N.T.S. ° 4. Cushion geotextile to be installed at locations were riprap is to be prepared by me or under my direct personal
placed above the synthetic liner(emergency spillway, slope pipe/culvert supervision and is correct to the best of my
outlets, etc.) knowledge and belief and that I am a duly
° licensed Professional Engineer under the SHEET NUMBER
laws of the State of North Carolina.
PLAN VIEW
N.T.S. (Signature)
Date: 02C0-E005

k � �
E RGENCY SPILLWAY ) gg CHUTE SECTION Non-Erodible EMERGENCY SPILLWAY DETAIL Channel Design (n Stage Storage Curve
� � o
/ \ 0 I 00 o LEVEL CONTROL SECTION SEDIMENT BASIN NO. 9
00 I CENT RLI CUTO TRENCH co 'co N.T.S. Channel Type: Trapezoidal, Equal Side Slopes _
/ / / X�X Dimensions: Left Side Slope 2.00:1 860.00 TOP OF STRUCTURE
Z _
��C I \ Right Side Slope 2.00:1 (860.00)POF `
I / EMERGENC SPILLWAYZZ �X Base Dimension: 20.00 J
LEVEL CONTROL SE 858.07 EL. - 858.07 OUTLET PROTECTION 27.7276
/ O Wetted Perimeter: 24.17
II Area of Wetted Cross Section: 20.37 'A \10
1.00ft. Freeboard 858.00
MERGENCY SPI LWAY(858.07)
k
2 0.93 ft. Channel Slope: 0.1000
I / Manning's n of Channel: 0.0175 Q
���` 20.00 ft.
/ _ Discharge: 48.83 cfs J 856.00
NAD-83 Depth of Flow: 0.93 feet w
NC-SP S/ / p U) PRINCIPAL SPILLWAY(856.07)
�� / Velocity: 2.40 fps
/ Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet >B / `♦ / / W 854.00
7s�
KIMMER PRINCIPLE SPILLWAY 72" SQUARE
/ NORMAL POOL E 856.07 I CONCRETE RISER W/TRASH RACK CLEAN O T LEVEL(853.4 ) ► CO
I �' `♦ AND 63 FT OF 30IN. CMP EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible)
50%CLEAN OUT4. 853AI ♦ i" CHUTE SECTION Channel� Type: Trapezoidal, q p Equal Side Slopes Skimmer Design-Sediment Basin SB-9
B TTO ♦ � � Yp p G
♦ N.T.S. Dimensions: Left Side Slope 2.00:1 852.00
OF PO D
k / / Right Side Slope 2.00:1 0
/POROUS BAFF S ('PYP.) L.s5o.00 Base Dimension: 10.00 Required Drawdown Time 3 days '
B, Drawdown Rate 20,109 cf/day •1
/ 15.74 ft. Wetted Perimeter: 11.95 Skimmer Size 4 in 850.00
/ °0 0.44 ft.� Area of Wetted Cross Section: 4.74/ 0.00 0.70 1.40 2.10 2.80 3.50 4.20 • Q♦ �' 1.00ft. Freeboard Head on Orifice 0.333 ft
1 1 Channel Slope: 18.0000 Calculated Orifice Size 2.242 in
2 2 I Manning's n of Channel: 0.0330 Accumulative Storage (Acre-Ft)
10.00 ft.� Orifice Diameter(1/4inch Increments) 2.25 In - Q
Actual Dewaterin Time 3.17 days >
/ o o // r Discharge: 48.83 cfs g Y _0
o 1 Depth of Flow: 0.44 feet Storage volume computations
SLOPE DRAIN �o
• i \ �° Velocity: 10.31 fps Required Volume 21'366 cf ' °'
SEDIMENT BASIN NO.9
Channel Lining: Grouted Rock Rip-Rap ' 00
T w Freeboard: 1.00 feet ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
/ / I SLOPE DRAIN 0L° (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
Cb (ac) (ac-ft) (ft)
50% CLEAN OUT EL. 853.41
6' Q25 HWD EL. 857.07 851.00 900 900 850. N/A N/A 0.2600 00 N/A N/A 0.2370
/ SYNTHETIC LINER NORMAL POOL EL. 856.07 0.2485 1.00 0.2442 0.2442 1.00
_ - LIMIT 2 FT X 1 FT ANCHOR
2 FT X 1 FT ANCHOR 852.00 N/A N/A 0.2838 0.2719 1.00 0.2676 0.5118 2.00
TRENCH SKIMMER 0.2964 1.00 0.2917 0.8035 3.00
\ TRENCH 853.41 N/A N/A 0.31997
/ ♦ CREST 860.0 14 ft. 0.3222 0.41 0.1899 1.1208 4.41
/ 854.00 N/A N/A 0.3354 0.3222 0.59 0.1899 1.1208 4.00 0 0 0 0
/ 850 21 850 855.00 N/A N/A 0.3626 0.3490 1.00 0.3440 1.4649 5.00 U U U 0
/0 0.3766 1.00 0.3714 1.8363 6.00
856.07 N/A N/A 0.3925 0.3915 0.07 0.0274 1.8637 6.07 0 0 0 0
BOTTOM EL. 850.0 W W W W
(11 856.07 N/A N/A 0.395
0.4048 0.93 0.3721 2.2358 7.00 w w w w
857.00 N/A N/A 0.4191 0 a a a a
-� � OUTLET PROTECTION CLASS B STONE SYNTHETIC LINER 858.00 N/A N/A 0.4484 0.4338 1.00 0.4284 2.6642 8.00 ° N N N N
/ / WITH GCL SUBGRADE 0.4494 0.07 0.0315 2.6957 8.07 >
858.07 N/A N/A 0.4503 N 5 5 5 >
WAS T ROC PILE ,f1 \ 800 800 860.00 N/A N/A 0.5037 0.4761 1.93 0.9153 3.6110 10.00 it it it of
CESS ROAD- / N N N
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
PRINCIPLE SPILLWAY Cross Section A-A
I _-8 ' CUTOFF TRENCH o N Nco
4 g2o 72 SQUARE CONCRETE RISER
/ W/TRASH RACK AND 63 FT OF 30" CMP Scale: 1" = 50' z° N "'
SI/OPE DRAIN SEDIMENT BASIN NO. 9 PRINCIPLE SPILLWAY EXISTING GROUND (ABUTMENTS)
/ 920
j >`c Outflow
Total Discharge: 50.1905 cfs FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK
/ 50% CLEAN OUT EL. 853.41 Water Surface Elevation: 857.07 ft
NORMAL POOL EL.00� . 856.07 Tailwater Elevation: 0.00 ft
900
900 14 FT ACCESS 900 Detention Base Elevation: 0.00 ft
/ CREST EL. 860.00 L
1
o Q25 HWD EL. 857.07 1
9° Outlet#1: Sediment Basin 9 Principle Spillway, Drop Pipe
�► Riser Top Elev: 856.07 ft
+ / / Riser Base Elev: 850.00 ft 2,
?•7 _ Z Riser Length: 72.00 in
T ACCESS ROAD + aao 850 ?� - - - 850 Riser Width: 72.00 in SUITABLE EARTHEN MATERIAL
BOTTOM EL. 850.0 Orifice Coefficient: 0.50 COMPACTED TO 95% OF STANDARD
2 FT X 1 FT ANCHOR Weir Coefficient: 3.33 PROCTOR MAX. DRY DENSITY
PLAN VIEW : SEDIMENT BASIN NO. 9 2 FT X 1 FT ANCHOR SYNTHETIC LINER TRENCH WITH GCL SUBGRADE TRENCH 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 0)
0 3 O 0'
c', O 1
2 FT X 1 FT ANCHOR TRENCH c� y Q N o_ 0)
WATER ENTRY UNIT o
WITH TRASH SCREEN GENERAL NOTES: RISER DETAILS 14 ft. w Q M °° Q
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 SKIMMER 1'FREEBOARD Uj o
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD Demonstrate adequate stability by showing the downward force is a minimum of 1.25 Z J Uj z
0000o CONDITIONS WARRANT A CHANGE. 011❑❑❑000000000011110 EMERGENCY SPILLWAY DEPTH f 4MERGENCY SPILLWAY EL.858.07 times the upward force. w = Q < 0 J
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 1❑❑11�00❑❑❑❑00❑❑��0 t
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION NORMAL POOL EL. 856.07 001]❑1100011000011171100 V FREEBOARD MIN. f
. 0 0 U 0 0 0- U_
INSTALLED = 2 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
ORIFICE OPENING INSIDE THE I I
ORIZONTAL TUBE WITH A
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE I I
1
DISCHARGE END OF THE PIPE. I " I
1
CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT EXISTING GRADE 72 Square Concrete Riser
MANNER. ° CONCRETE 1 Height =Approximately 6'
50/° CLEANOUT EL. 853.41 RISER \ ■1 IN• Weight- 15,220 lb
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 1 6.07' I -
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. I I �\ \ � \ \ \\� \�\\�\\\ \\\\ \\\\\\\\\\\\\\\\\\\ \\\\\\\ \\ \\ \\ \\ \ \ \\\ \ \
SCHEDULE 40 PVC PIPE 4' X 4'X 1' CLASS B STONE F--------------� Where:
(BARREL OR ARM) ARTHEN EMBANKMENT 1, ° a ° I 30 DIA BARREL CMP
MAXIMUM HEIGHT OF FLOAT WHEN NO 1--'- • �� �� NN
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
- --------I `\ \\\\\\\\ \\\\\\\\\\\\\\\\ \\ Riser Weight= 15,220 lb (� a
OPENINGS EXISTA.• ° 4 Z J
LEXIBLE HOSE (MAJOR STORM EVENT) BOTTOM OF POND EL. 850.00 4 . • • dO Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete - J
FLOAT • 4 ° 4
° ° 4, ° < 4 °• °
STABILIZED OUTLET Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3 = 3675 lb C 0 I j
_ INVERT OF LOWEST STORM SYNTHETIC LINER
PVC VENT CUT OFF TRENCH 0)ANTI-FLOTATION BLOCK (IF APPLICABLE) Z V 0
III-II GRATE WATER DISCHARGE OPENING WITH GCL SUBGRADENN
PIPE ELEVATION VIEW
H-I±I-,H (MINOR STORM EVENT)
Structure Weight= 5,2 + 75 = 5 O LLI
TOP VIEW -II II LOAT ANTI-FLOTATION RISER FILL N.T.S. J = Z J
FLEXIBLE HOSE MUST BE Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
SECURELY FASTENED TO (IF APPLICABLE) Z LL
VC VENT PIPE I I STORM WATER ; THE WATER QUALITY DISCHARGE Buoyancy= 216 ft'x 62.4 lb/ft' = 13,478.4 lb Q
DISCHARGE OPENING OPENING 72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) O
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z m a
OUTLET PIPE ;__ ° 4 4
° e 18895 lb > 13,478.4 lb x 1.25
I ° ° 9 • J • °
I
...........
- _ FLEXIBLE HOSE • • ° 18895 lb > 16,848 lb = Z LU Q
I; H I L = 1.4 X DEPTH °4
�- TO THE OVERFLOW 4
MINIMUM LENGTH APPLIES 4 • °
NOTES J 0
Q \\\ 1. Portland cement concrete (type II recommended)for the inlet base � V 0 W
WATER ENTRY UNIT ( I; I ;, SCHEDULE 40 PVC PIPE LU
BARREL OR ARM shall have a minimum compressive strength of 4,000 psi. Z
=I 2. Where corrugated aluminum or aluminized steel pipe is used, all Q Z
\\ areas where the pipe is to be in contact with concrete shall be painted with 0 Q
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ - 4° °• ° \\ a black bituminous enamel paint. 0 J
(NO SCALE) MINIMIZE CHANCE OF ° ° 3. Synthetic Liner with GCL subgrade to be installed per manufacture W Q a
SKIMMER BECOMING STUCK ° • BARREL CMP specifications utilizing batten strip at concrete riser and pipe boot for
DRAWN BY T. R. EVANS 10/10 4 p g p p p A 11
F A I R C LO TH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W FAIRCLOTH & SON INC. e ° ° ° • ° a ° , 4 • ° °° ° • culvert. geotextile to be installed at locations were riprap is to be Li WWW.FAIRCLOTHSKIMMER.COM 4. Cushion
STRUCTURE TELEPHONE: [phone] e • 4 ° laced above the synthetic liner(emergency spillway, sloe I e/culvert
FAX: [phone] A.
°° A. 4 p Y ( g Y p Y p p p I hereby certify that this document was
EMAIL: [e-mail] outlets, etc.) prepared by me or under my direct personal
PLAN VIEW supervision and is correct to the best of my
knowledge and belief and that I am a duly
N.T.S. licensed Professional Engineer under the
laws of the State of North Carolina. SHEET NUMBER
(Signature)
Date: 02CO-EO06

- -� EMERGENCY SPILLWAY DETAIL
CONCENTRATE PLANT/CONVERSION PLANT- LEVEL CONTROL SECTION
CONVEYOR ACCESS ROAD NO. 1 / - e Stag Storage Curve
CONVEYOR - - � SB-1
/ N.T.S. 0
0
1 I x ti - - / 63.50 ft. s2o.00 _
X I / � � 0.gg ft 1. Z
1 I � 1.�l6ft. Freeboard �,1 F
I I � - 81 .50) 0 J
DITCH NO. 4b 2 2 T O OF STRUCTURE
1 -
X
r� � 57.00 ft. -
I I I \1
PRINCIPLE SPILLWAY 72" SQUARE �� C
818.00
\ \ 1 !� CONCRETE RISER W/TRASH RACK / Channel Design (Non-Erodible) Channel Slope: 0.1000 EMER ENCY SPILLWA (817.88)
k Mannin s n of Channel: 0.0175
OUTLET PROTECTION \ AND 64 FT OF 36 IN. CMP 9'
NA �8 � \� / Channel Type: Trapezoidal, Equal Side Slopes
NC- PC ! / CREST EL�0- Dimensions: Left Side Slope 2.00:1 Discharge: 68.96 cfs
Right Side Slope 2.00:1 Depth of Flow: 0.62 feet
POROUS BAFFLES (TYP.) � -� g p p � 816.00
Base Dimension: 57.00 Velocity: 1.92 fps U) PRINCIPALS ILLWAY(815.88) Uj
� Wetted Perimeter: 59.76 Channel Lining: Grouted Rock Rip Rap 0
SKIMMER �� Area of Wetted Cross Section: 36.00 Freeboard: 1.00 feet
X EMERGENCY SPILLWAY �� 1 M
LEVEL CONTROL SECTION EL. = 817.88 �� w 814.00
I 1 EMERGENCY SPILLWAY ��� � l-� CLEAN OUT LEVEL(8 3.24) g)
>C Channel Design (Non-Erodible) p
1 CHUTE SECTION B TT M �/ EMERGENCY SPILLWAY DETAIL 0
CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes 812.00
II I j FP ND Dimensions: Left Side Slope 2.00:1 Skimmer Design-Sediment Basin SB-10
EL. 10.0 ` N.T.S. Right Side Slope 2.00:1
II 6� Base Dimension: 20.00
SLOPE DRAIN o 24.72 ft. 0 1gg ftft� Required Drawdown Time 3 days N
� oo/ 1 0 �1 1.00ft. Freeboard Wetted Perimeter: 20.80 Drawdown Rate 51,840 cf/day 810.00 '
t! �oo0 2 20.00 ft. 2 Area of Wetted Cross Section: 3.66 Skimmer Size 6 in 0.00 0.90 1.80 2.70 3.60 4.50 5.40 F�A • Q
Head on Orifice 0.417 ft
\\ FLUME Channel Slope: 50.0000 Accumulative Storage(Acre-Ft)
t Manning's n of Channel: 0.0175 Calculated Orifice Size 3.404 in
o0o Orifice Diameter(1/4 inch increments) 2.75 in
Discharge: 68.96 cfs Storage volume computations ;
1C j / q oo Depth of Flow: 0.18 feet Actual Dewatering Time 3.06 days
ro Velocity: 18.85 fps SB-10
I >t NORMAL POOL EL. 815.88 y
Channel Lining: Grouted Rock Rip Rap Required Volume 34,506 cf
I I 9• p p Freeboard: 1.00 feet ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE m
(ft) (ft) (ft) (ac) Via) (ft) (ac-ft) STORAGE
E INTERVAL
)VAL
50%CLEAN OUT EL. 813.24 / 0 900 900
I 81
810 00 N/A N/A 0. 838 00 N/A N/A 0.3838 0.4003 1.00 0.3942 0.3942 1.00 I I I \ .
y
g� 812.00 N/A N/A 0.4501 0.4335 1.00 0.4275 0.8217 2.00
I I 813.00 N/A N/A 0.4840 0.4671 1.00 0.4609 1.2826 3.00
/ 50% CLEAN OUT EL. 813.24 2 FT X 1 FT ANCHOR 813.24 N/A N/A 0.4925 0.4882 0.24 0.1189 1.4015 3.24
0.5014 0.76 0.3763 1.7778 4.00
I / 850 NORMAL POOL EL. 815.88 TRENCH 850 0.5367 1.00 0.5302 2.3oso s.00 z z z z
r Q25 HWD EL. 817.88 814.00 N/A N/A 0.5188 Z Z Z Z
815.00 N/A N/A 0.5545 w w w w
M \ DELINEATED OUTLET PROTECTION CREST 819.50 88
SKIMMER 0.5727 0.12 0.0641 2.8101 6.00
SYNTHETIC LINER 815.00 N/A N/A 0.5910 U U U U
WETLANDS --- 816.00 N/A N/A 0.5910 0.6097 1.00 0.6030 2.8742 7.00 0 0 0 0
LIMIT �I I� 14 ft. 817.00 N/A N/A 0.6283 0.6097 1.00 0.6030 3.4772 7.00
0.6424 0.88 0.5653 4.0425 7.88 w w w w
$00 BOTTOM E - - __ 818.00 N/A N/A 0.6603 0 0 0 0
1 0.6443 0.12 0.0739 4.1163 8.00 � �
\\ 2 818.00 N/A N/A 0.6603 0 w w w w
I j 0.6795 1.50 1.0159 5.1322 9.50 0 a_ a_
L. 810.00 800 819.50 N/A N/A 0.6987 7 0.5 LL 0 0
\ LL
SYNTHETIC LINER
I A \ WITH GCL SUBGRADE
O� CLASS B STONE
O 2 FT X 1 FT ANCHOR
�2
- TRENCH a N
750 750 CUTOFF TRENCH
I 1 I
\ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 EXISTING GROUND (ABUTMENTS) z
SLOPE DRAIN / PRINCIPLE SPILLWAY Cross Section A-A'
0 72" SQUARE CONCRETE RISER
/ V/TRASH RACK AND 64 FT OF 36" CMP Scale: 1" = 50' FILL MATERIAL
A' o o 2' MAXIMUM IF NOT CUT TO BEDROCK
0 -
rn oo o 900 900 SEDIMENT BASIN NO. 10 PRINCIPLE SPILLWAY
01 IV
11 � rn 1
I�\ NORMAL POOL EL. 815.88 Outflow 1 FLUME Total Discharge: 89.02 cfs
I \ DITCH NO. 26 1 SYNTHETIC LINER Water Surface Elevation: 817.88 ft
\ 50% CLEAN OUT EL. 813.24 WITH GCL SUBGRADE Tailwater Elevation: 0.00 ft 2'
I I I1 850 850 Detention Base Elevation: 0.00 ft
� I - 2 FT X 1 FT ANCHOR SUITABLE EARTHEN MATERIAL
Q25 HWD EL. 817.88
TRENCH COMPACTED TO 95% OF STANDARD
----- - Outlet#1: Sediment Basin 10 Principle Spillway, Drop Pipe
PROCTOR MAX. DRY DENSITY
PLAN VIEW : SEDIMENT BASIN NO. 10 2 Riser Top Elev: 815.88 ft WITHIN ±2% OPTIMUM MOISTURE
SCALE: 1" = 50' CREST 819.50 _ - Riser Riser BaseLeng Elev: 72 0.00 in
CUTOFF TRENCH DETAIL CONTENT
14 FT ACCESS
800 - BOTTOM EL. 810.00 CREST EL. 819.50 800 Riser Width: 72.00 in N.T.S.
Orifice Coefficient: 0.50
0+00 0+50 1+00 1+50 2+00 2+50 Weir Coefficient: 3.33
2 FT X 1 FT ANCHOR Culvert Length: 50.00 ft
TRENCH Cross Section B-B Culvert Diameter: 36.00 in
Scale: 1" = 50' Culvert Invert In: 812.21 ft
Culvert Friction Coefficient: 0.02 C)
Culvert Entrance Loss Coefficient: 0.90 J
WATER ENTRY UNIT WITH TRASH SCREEN GENERAL NOTES: v z > n
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE Discharge: 89.02 cfs w Q Q m
PIPE. RISER BUOYANCY CALCULATION o cn
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN z
CORRECT 00 0o CONDITIONS MOUNT OF TIME.WARRANT A CHANGE.MODIFICATIONS MAY BE REQUIRED IF FIELD q Y Y �J z z LLI ~
Demonstrate adequate stability b showing the downward force is a minimum of 1.25 w w C o
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 2 FT X 1 FT ANCHOR TRENCH times the upward force. Q w Q o w
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION w o- = Q v o- J
INSTALLED. RISER DETAILS 14 ft. � C � Ln D_
ORIFICE OPENING INSIDE THE Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE TRASH RACK
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. + EL. 819.50
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT SKIMMER V FREEBOARD 72" Square Concrete Riser
MANNER. ❑❑❑❑��������❑❑❑❑0 Height = Say 6'
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.817.88
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. 110 LI 0❑❑❑❑k110000 Weight= 15,220 lb
SCHEDULE 40 PVC PIPE
NORMAL POOL EL. 815.88 77 ❑❑❑❑IF❑❑❑ �❑❑❑❑� ❑1 V FREEBOARD MIN.
_
(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
(MAJOR STORM EVENT) 50% CLEANOUT EL. 813.24 RISER ■n u■ ■u n V
LEXIBLE HOSE 5.88' Z J
FLOAT �\ \�\\� \� \ \� \�\\\�\\� \�\\�\\� \�\\\ \\\\\\\\\\\\\\\\\\\\ \\\\\\\\\ \\\ \\ \\ \\ \ \\\ \\\\ \\\ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete Z J
\ \ \ \ \
4'X 4'X 1' CLASS B STONE IF-----a--------, \ \\ \ \ \ O a
36" DIA BARREL CMP Weight of Concrete Base = 7 ft x 7 ft x 0.5 ft x 150 Ib/ft3 = 3675 lb C 0 O W
INVERT OF LOWEST STORM PVC VENT 1 °° -�- ° °i \\ \\ \� g ( ) Q=III=II GRATE WATER DISCHARGE OPENING PIPE ---- ------- \ \\ \\ \\\��
(MINOR STORM EVENT)
\\\ \\\\\\\\\� \ \\ \ \\ \ \ \�\\\ \�`\\�\\�\\\ \\�\ \\ \\ \ Structure Weight= 15,220 lb + 3675 lb = 18895 lb Z Q 0
TOP VIEW -I I III - - FLEXIBLE HOSE MUST BE LOAT BOTTOM OF POND EL. 810.00 ° °° a ° ° ° < ° d°° ° J V Q LU
SECURELY FASTENED TO < °° a, Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 O = Z J
PVC VENT PIPE I STORM WATER THE WATER QUALITY
DISCHARGE STABILIZED OUTLET Buoyancy 216 ft x 62.4 lb/ft' 13,478.4 lb ~ Z LL
- OPENING DISCHARGE OPENING SYNTHETIC LINER ANTI-FLOTATION BLOCK (IF APPLICABLE) CUT OFF TRENCH Y Y = 3 3 = a _ O
-- WITH GCL SUBGRADE ELEVATION VIEW V Q to �/
OUTLET PIPE � � - N.T.S. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z Q a
ANTI-FLOTATION RISER FILL
(IF APPLICABLE) 18895 lb > 13,478.4 lb x 1.25 5 > m
H LEXIBLE HOSE L = 1.4 X DEPTH 18895 lb > 16,848 lb - Z
I- TO THE OVERFLOW 72" SQUARE CONCRETE RISER ANTI-FLOTATION BLOCK (IF APPLICABLE) Z W Q
} I- MINIMUM LENGTH APPLIES
I ° a J
WATER ENTRY UNIT 11 I °
I SCHEDULE 40 PVC PIPE ° 1 Q W_
(BARREL OR ARM) ° V
=I a ° NOTES Z Z W
END VIEW SIDE VI E W MAINTAIN DEPRESSION TO I - _ = a ° ° 1. Portland cement concrete (type II recommended)for the inlet base O O Z
(NO SCALE) MINIMIZE CHANCE OF shall have a minimum compressive strength of 4,000 psi. 0 J
SKIMMER BECOMING STUCK \ \ 2. Where corrugated aluminum or aluminized steel pipe is used, all
DRAWN BY T. R. EVANS 10/10 areas where the pipe is to be in contact with concrete shall be painted with W Q a
F A I R C LO TH SKIMMER° DISCHARGE SYSTEM WI TH OUTLET WWW.FAIRCLOTHS MMER.COM 6'o" 7'-0" a black bituminous enamel paint. C�
TELEPHONE: [phone] 3. Synthetic Liner with GCL subgrade to be installed per manufacture
STRUCTURE FAX: [phone] specifications utilizing batten strip at concrete riser and pipe boot for
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM a p g p p p I hereby certify that this document was
culvert. prepared by me or under my direct personal
BARREL CMP 4. Cushion geotextile to be installed at locations were riprap is to be supervision and is correct to the best of my
placed above the synthetic liner(emergency spillway, slope pipe/culvert knowledge and belief and that I am a duly
outlets, etc.)
licensed Professional Engineer under the SHEET NUMBER
laws of the State of North Carolina.
PLAN VIEW (Signature)
Date: 02C0-D005
N.T.S.