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APPROVED GRASS CHANNEL GL
APPROVED CHANNEL GRASS DITCH 01-*
RIPRAP DITCH 01-*\
INSTALLED PREVIOUSLY PROPOSED
APPROVED STRUCTURES o
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SEDIMENT BASIN ST ® ST
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RISER SEDIMENT BASIN RSB RSB f�
TEMPORARY DIVERSION TDTD TD
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CATEGORY
AFFECTED
ACREAGE
TAILINGS/SETTLING PONDS
11.6
ACRES
OVERBURDEN STORAGE
39.5
ACRES
STOCKPILES
32.4
ACRES
PROCESSING/HAUL ROADS
6.4
ACRES
PIT
73.9
ACRES
OTHER
47.9
ACRES
PROPERTY PERMITTED
447.0
ACRES
PROPERTY OWNED
473.7
ACRES
M.
MINE MAP NOTES:
1.
THIS MAP HAS BEEN PREPARED TO MODIFY THE EXISTING MINING PERMIT TO SHOW THE EXPANSION OF THE PIT ON THE NORTHWESTERN SIDE OF THE PIT AND THE EROSION
O
2.
CONTROL MEASURES THAT WILL BE INSTALLED TO PREVENT SEDIMENT LOSS FROM THE PROPOSED OVERBURDEN REMOVAL AREA ON THE NORTHWESTERN SIDE OF THE SITE.
PROPERTY LINES AND BUFFERS ARE SHOWN FOR REFERENCE ONLY. REFER TO THE BOUNDARY SURVEYS FOR THE ACTUAL LOCATION OF PROPERTY LINES AND BUFFERS.
BOULDER
3.
ALTERNATE CULVERT MATERIALS OF THE SAME SIZE MAY BE USED FOR ALL CULVERTS LABELED PIPE 01-*. DUAL WALL SMOOTH CORE HDPE PIPE OR CORRUGATED ALUMINIZED
HOLDINGS
LLC
STEEL PIPE ARE ACCEPTABLE MATERIALS. SUBSTITUTIONS ARE NOT TO BE MADE WITHOUT THE PRIOR APPROVAL OF CHRIS SCOTT OR TONY JOHNSON.
KCB BOYS LLC
•I.
ALL ZONING BUFFERS AND SETBACKS AND NOT SHOWN ON THE MAP. REFER TO APPROVED ZONING MAPS FOR THE LOCATION OF S.W.I.M. BUFFERS, POST CONSTRUCTION
STREAM SETBACKS, MECKLENBURG COUNTY COMMUNITY FLOOD HAZARDS AND ZONING SETBACKS.
5.
THE OWNER IS RESPONSIBLE FOR OBTAINING DOCUMENTS CONFIRMING ZONING COMPLIANCE FROM THE CITY OF CHARLOTTE FOR SITE ACTIVITIES ASSOCIATED WITH ADDITIONAL LAND
DISTURBING ACTIVITIES AND PIT EXPANSION PRIOR TO THE START OF CONSTRUCTION ACTIVITIES.
I
6.
THE SEDIMENT BASINS THAT HAVE BEEN INSTALLED ARE SHOWN IN DARK GREEN. EROSION CONTROL MEASURES SHOWN IN DARK RED WERE PREVIOUSLY APPROVED, BUT NOT
INSTALLED. THE DESIGN FOR THESE BASINS HAS BEEN UPDATED TO REFLECT SURFACE AREA EFFICIENCY DESIGN STANDARDS. OTHER EROSION CONTROL MEASURES SUCH AS
SILT FENCE, TEMPORARY DIVERSION DITCHES, SLOPE DRAINS, AND PERMANENT CHANNELS THAT ARE DARK GREEN HAVE BEEN PREVIOUSLY APPROVED. SOME OF THESE
MEASURES HAVE NOT BEEN INSTALLED TO DATE AND WILL BE INSTALLED WHEN THE ASSOCIATED DISTURBED AREA IS IMPACTED.
7.
FEMA FLOOD FRINGE AREAS ARE BASED ON NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM. THE LOCATION OF THE FLOOD FRINGE LIMIT HAS NOT BEEN ADJUSTED FOR MORE
ACCURATE TOPOGRAPHY MAPPING. THIS INFORMATION SHOULD ONLY BE USED TO IDENTIFY POTENTIAL AREAS OF FLOODING AS RELATED TO F.I.R.M. MAPPING AND THE LOCATION
'
OF OCCUPIED STRUCTURES IN THESE AREAS.
8.
9.
OBSCURED AREAS IN THE TOPO ARE SHOWN WITHIN A PURPLE BOUNDARY LINE.
THE PLANT SUPERINTENDENT ADDS ADDITIONAL SILT TRAPS WITHIN THE SITE TO COLLECT SEDIMENT CLOSER TO THE DISTURBED AREAS AND FACILITY THE REMOVAL OF SEDIMENT.
THESE MEASURES ARE TEMPORARY AND ARE NOT SHOWN ON THE MINE MAP.
tuckINC.MAPPING
SOLUTIONS, I
www.tuckmapping.com
DATE OF PHOTOGRAPHY:
2/8/21
alley, williams, carmen, & king, inc.
Q CONSULTING ENGINEERS
FIRM LICENSE No. F-0203
120 SOUTH MAIN STREET P.O. BOX 1248
KANNAPOLIS, NC 28082 704/938-1515
DATE.• JOB No.: DRAWN BY. CHECKED BY.- DRAWING No.:
12-17-21 1 1523 RCC GWW 1152JMINMOD22
REVISION No. DESCRIPTION DATE INITIAL
1. ADDED MATERIAL STORAGE 2-25-22 GWW
BERM, LQ COMMENTS
PERMIT LIMITS AND ACREAGES ARE BASED ON AN AGGREGATE OF PROPERTY
DEEDS, TAX MAPS AND BOUNDARY SURVEYS. A BOUNDARY SURVEY OF THE
SITE WAS NOT PERFORMED BY ALLEY, WILLIAMS, CARMEN & KING, INC.
ADJACENT PROPERTY LINES AND INTERIOR PROPERTY LINES ARE
APPROXIMATE AND SHOWN FOR REFERENCE ONLY. PROPERTY OWNERS ARE
NOW OR FORMERLY.
WETLANDS/SURVEYED STREAMS
EXISTING SITE ACCESS ROAD** ---------------
---------------
PROPOSED
SITE ACCESS ROAD
UNDISTURBED STREAM BUFFER —
PIT LIMIT (BLASTING)
ULTIMATE PIT LIMIT (BLASTING)
PERMIT LINE
PROPERTY/PERMIT LINE
PROPERTY LINE — - - - - —
HORIZONTAL CONTROL POINT QH
VERTICAL CONTROL POINT
INDEX CONTOUR "- 3500
INTERMEDIATE CONTOUR
SPOT ELEVATION + 751.6
WATER
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PAVED ROAD
DIRT ROAD
BUILDING
LOCATED OBJECT F —
FENCE
TREES
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POLE
TOWER
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FEMA FLOODWAY —
FEMA 100-YEAR FLOOD FRINGE — —
** Existing site access roads locations based on December, 2001 aerial topo data
THIS MAP MEETS OR EXCEEDS NATIONAL MAP
ACCURACY STANDARDS FOR 1 "=200', WITH A
5' CONTOUR INTERVAL, EXCLUDING AREAS MAPPED
OUTSIDE OF EXISTING GROUND CONTROL OR IN
DENSE TREE AREAS.
PORTIONS OF THIS MAP HAVE BEEN COMPILED OUTSIDE
THE LIMITS OF CONTROL AND THEREFORE DO NOT
MEET THE NATIONAL MAP ACCURACY STANDARDS
HORIZONTAL DATUM: NORTH CAROLINA, NAD83, USFT
VERTICAL DATUM: NAVD88, GEOID 1996
CONTOURS IN TREED AREAS ARE APPROXIMATE
200 0 200 400
SCALE 1" = 200'
CONTOUR INTERVAL 5'
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CLEAR CREEK
QUARRY
2022 PEA IT
MODIFICATION
MINE MAP
SHEET 1 OF 6

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AR OLD,LALICENELIZABETHWGILLIAMILLIAM ,�DWIN NIELRE 0 E R DATE OF PHOTOGRAPHY:
\ SAND SCA / R ♦ODD, JAMES RNOLD & ( MS
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WITH WA TER ° D
1. ADDED MATERIAL STORAGE 2-25-22 GWW
BERM, LQ COMMENTS
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PERMIT LIMITS AND ACREAGES ARE BASED ON AN AGGREGATE OF PROPERTY
DEEDS, TAX MAPS AND BOUNDARY SURVEYS. A BOUNDARY SURVEY OF THE
SITE WAS NOT PERFORMED BY ALLEY, WILLIAMS, CARMEN & KING, INC.
ODADJACENT , PROPERTY LINES AND INTERIOR PROPERTY LINES ARE
APPROXIMATE AND SHOWN FOR REFERENCE ONLY. PROPERTY OWNERS ARE
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T` I WETLANDS/SURVEYED STREAMS CHR/SENBU Y � � � � ,O J
EXISTING SITE ACCESS ROAD** ---------------
---------------
(TYP I PROPOSED SITE ACCESS ROAD
1
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TREES
EDI Q LANT ANPSTOCKPILE ROCK DAM SEDIMENT BASIN No. 11 TO BE REMOVED I \ 1 PIPE > - — — — — - <
\ s I T l REA TO BE SCARIFIED I x AND SEEDED / `� 1 ��,. POLE
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TO REMAIN �� TO BE O ELL -7 ** Existing site access roads locations based on December, 2001 aerial topo data
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p Q p RE ATED DITCH No. 1B O /
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DENSE TREE AREAS.
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\� PROPANE ST ENTRANCE♦ I
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4 �, OFFICE TO ��
x } 725 � � � \ �" `�� �N ° ° ° ° ° ° ° ° 0�/'%, CONTOURS IN TREED AREAS ARE APPROXIMATE
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APPROVED CHANNEL GRASS DITCH 01_* " ❑j O
RIPRAP DITCH 01-* x e E No. OTEC:iON ' �*
o MINE MAP NOTES: CLEAR CREEK
1. THIS MAP HAS BEEN PREPARED TO MODIFY THE EXISTING MINING PERMIT TO SHOW THE EXPANSION OF THE PIT ON THE NORTHWESTERN SIDE OF THE PIT AND THE EROSION
INSTALLED PREVIOUSLY PROPOSED O CONTROL MEASURES THAT WILL BE INSTALLED TO PREVENT SEDIMENT LOSS FROM THE PROPOSED OVERBURDEN REMOVAL AREA ON THE NORTHWESTERN SIDE OF THE SITE. QUARRY
APPROVED STRUCTURES • _ 2. PROPERTY LINES AND BUFFERS ARE SHOWN FOR REFERENCE ONLY. REFER TO THE BOUNDARY SURVEYS FOR THE ACTUAL LOCATION OF PROPERTY LINES AND BUFFERS.
TO BE BUILT /x�x�x BOULDER 3. ALTERNATE CULVERT MATERIALS OF THE SAME SIZE MAY BE USED FOR ALL CULVERTS LABELED PIPE 01-*. DUAL WALL SMOOTH CORE HDPE PIPE OR CORRUGATED ALUMINIZED
SEDIMENT BASIN ST ® ST ® ^`'� HOLDINGS LLC STEEL PIPE ARE ACCEPTABLE MATERIALS. SUBSTITUTIONS ARE NOT TO BE MADE WITHOUT THE PRIOR APPROVAL OF CHRIS SCOTT OR TONY JOHNSON.
KCB BOYS LLC I. ALL ZONING BUFFERS AND SETBACKS AND NOT SHOWN ON THE MAP. REFER TO APPROVED ZONING MAPS FOR THE LOCATION OF S.W.I.M. BUFFERS, POST CONSTRUCTION
STREAM SETBACKS, MECKLENBURG COUNTY COMMUNITY FLOOD HAZARDS AND ZONING
OMP SETBACKS. 2022 E E IPM I T
ROCK DAM RD RD RD � 5. THE OWNER IS RESPONSIBLE FOR OBTAINING DOCUMENTS CONFIRMING ZONING COMPLIANCE FROM THE CITY OF CHARLOTTE FOR SITE ACTIVITIES ASSOCIATED WITH ADDITIONAL LAND
x x_ a I DISTURBING ACTIVITIES AND PIT EXPANSION PRIOR TO THE START OF CONSTRUCTION ACTIVITIES.
^
RISER SEDIMENT BASIN RSB T RSB
�,YY �'�I^yy�, 6. THE SEDIMENT BASINS THAT HAVE BEEN INSTALLED ARE SHOWN IN DARK GREEN. EROSION CONTROL MEASURES SHOWN IN DARK RED WERE PREVIOUSLY APPROVED, BUT NOT T } INSTALLED. THE DESIGN FOR THESE BASINS HAS BEEN UPDATED TO REFLECT SURFACE AREA EFFICIENCY DESIGN STANDARDS. OTHER EROSION CONTROL MEASURES SUCH AS
SILT FENCE, TEMPORARY DIVERSION DITCHES, SLOPE DRAINS, AND PERMANENT CHANNELS THAT ARE DARK GREEN HAVE BEEN PREVIOUSLY APPROVED. SOME OF THESE MODIFICATION
TEMPORARY DIVERSION TD - TD TD MEASURES HAVE NOT BEEN INSTALLED TO DATE AND WILL BE INSTALLED WHEN THE ASSOCIATED DISTURBED AREA IS IMPACTED. /� /� �T MAP
SILT FENCE X X • • Q . 7. FEMA ACCURATOEOD FRINGE TOPOGR TOPOGRAPHY MAPPING. EAS ARE BASED THIIS ON NORTH INFO MATIONASOLINA HOULDFONOLYP EINUSEDMAPPING
IDENTFY POTENTIALLOCATION
OFFFLOODINGGFLOOD
ASFRINGE
RELATEDLIMIT
TO FHAS
I R.M. MAPPING AND THE LOCATIONT BEEN ADJUSTED FOR MORE �E C LAMATI O 1 �l ldJ�l P
NOTE: OTHER SYMBOLS MAY BE USED TO DELINEATE EROSION �r o OF OCCUPIED STRUCTURES IN THESE AREAS.
CONTROL MEASURES. REFER TO SITE NOTES. L�rJ 8. OBSCURED AREAS IN THE TOPO ARE SHOWN WITHIN A PURPLE BOUNDARY LINE. SHEET 2 OF 6
v ° 9. THE PLANT SUPERINTENDENT ADDS ADDITIONAL SILT TRAPS WITHIN THE SITE TO COLLECT SEDIMENT CLOSER TO THE DISTURBED AREAS AND FACILITY THE REMOVAL OF SEDIMENT.
THESE MEASURES ARE TEMPORARY AND ARE NOT SHOWN ON THE MINE MAP.

#57 WASHED STONE r CLASS 1 RIPRAP 1' THICK
MAX. LEVEL OF 1' THICK MAX. LEVEL OF
SEDIMENT SEDIMENT 6' OF #57 5' CARRY RIPRAP UP
COLLECTED - CLEAN TOP OF BERM 6COLLECTED - CLEAN WASHED STONE 1' MI SIDES OF SPILLWAY
BASIN WHEN THIS BASIN WHEN THIS
LEVEL IS REACHED LEVEL IS REACHED
III I I= I' 1 SPILLWAY �� TOP OF BERM
TOP ELEVATI❑N JF O O 18' FREEBOARD
IIIII= III, D2 _ 0- INIMUM
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IIII I=IIII _SEDIMENT cu CLASS B ER❑SI❑N
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-IIII IIII= =IIIII =IIIII -IIIII I I _SEDIMENT MAX SSIZE 14'
MINIMUM SURFACE AREA IIII_ IIII -
AS REQUIRED ON PLAN CLASS II RIPRAP -IIII IIII I=IIIII= IIII I =IIIII IIIII I=IIII I
OR NOTED BELOW
18' MINIMUM FILTER FABRIC MINIMUM SURFACE AREA
KEY IN BOTTOM LAYER AS REQUIRED ON PLAN Z
OF RIPRAP
17' MINIMUM
do
18' MINIMUM r. FILTER FABRIC
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DESIGN OF RIPRAP
SETTLED ❑VERFILL 6'
2' T❑P ti FOR SETTLEMENT
4' MIN
II
IIIII- �1=-IIIII_IIIII_ �
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I II - 2�1 SIDE BY-PASS
FILL
SLOPE MAX. 6' BELOW
FILTER �� _ SETTLED TOP
FABRIC _ = 1:1 SIDE OF DAM
ROCK ABUTMENTS SHALL EXTEND TO AN ELEVATI❑N AT LEAST 2 FT ABOVE THE SPILLWAY, ABUTMENTS SHALL BE 2 FT THICK II SLOPE MAX.
WITH 211 SIDE SLOPES. THE ROCK ABUTMENTS SHALL EXTEND DOWN THE DOWNSTREAM FACE OF THE DAM TO THE TOE, AT LEAST r NATURAL GROUND
1 FT HIGHER THAN THE REST OF THE DAM TO PROTECT THE EARTH ABUTMENTS FROM SCOUR.
OUTLET PR❑TECTI❑N - A ROCK APRON AT LEAST 1,5 FT THICK SHALL EXTEND DOWNSTREAM FROM THE TOE OF THE DAM, ON 3'
ZERO GRADE, A SUFFICIENT DISTANCE TO PREVENT CHANNEL ER❑SI❑N, OR A DISTANCE EQUAL TO THE HEIGHT OF THE DAM MIN,
WHICHEVER IS GREATER.
ROCK FILL - ROCK SHALL BE WELL GRADED, HARD, ER❑SI❑N RESISTANT STONE WITH A MINIMUM D50 SIZE OF 9 INCHES.
PR❑TECTI❑N FROM 'PIPING' - A KEYWAY LINED WITH GE❑TEXTILE FILTER FABRIC SHALL BE ON THE S❑IL F❑UNDATI❑N UNDER TEMPORARY SEDIMENT BASIN
THE ROCK FILL. TO PREVENT S❑IL MOVEMENT AND PIPING UNDER THE DAM, THE FILTER FABRIC MUST EXTEND FROM THE
KEYWAY TO THE DOWNSTREAM EDGE OF THE APRON AND MUST RUN UNDER THE DAM'S ABUTMENTS.
BASIN DEWATERING - THE ENTIRE UPSTREAM FACE OF THE ROCK STRUCTURE SHALL BE COVERED WITH FINE GRAVEL (NCD❑T #57
WASHED STONE OR EQUIVALENT) A MINIMUM OF 1 FT THICK TO REDUCE THE DRAINAGE RATE.
C❑NSTRUCTI❑N SPECIFICATI❑NS
1, CLEAR THE AREAS UNDER THE EMBANKMENT AND STRIP IT OF ROOTS AND OTHER ❑BJECTI❑NABLE MATERIAL. CLEAR THE
RESERV❑IR AREA TO FACILITATE SEDIMENT REMOVAL.
2, EXCAVATE A CUTOFF TRENCH A MINIMUM OF 2 FT DEEP AND 2 FT WIDE WITH 1l1 SIDE SLOPES UNDER THE TOTAL LENGTH
OF THE DAM AT ITS CENTERLINE, LINE THE TRENCH WITH EXTRA -STRENGTH FILTER FABRIC BEFORE BACKFILLING WITH ROCK,
APPLY FILTER FABRIC UNDER THE R❑CKFILL EMBANKMENT, FROM THE UPSTREAM EDGE OF THE KEYWAY TO THE DOWNSTREAM EDGE
OF THE APRON. OVERLAP FILTER MATERIAL A MINIMUM OF 1 FT AT ALL J❑INTS, WITH THE UPSTREAM STRIP LAID OVER THE
DOWNSTREAM STRIP,
3, CONSTRUCT THE EMBANKMENT WITH WELL -GRADED ROCK AND GRAVEL TO THE SIZE AND DIMENSI❑NS SHOWN ON THE DRAWINGS.
IT IS IMP❑RTANT THAT ROCK ABUTMENTS BE AT LEAST 2 FT HIGHER THAN THE SPILLWAY CREST AND AT LEAST 1 FT HIGHER
THAN THE DOWNSTREAM FACE OF THE DAM, ALL THE WAY TO PREVENT SCOUR AND ER❑SI❑N AT THE ABUTMENTS.
4, SEDIMENT -LADEN WATER FROM THE C❑NSTRUCTI❑N SITE SHOULD BE DIVERTED INT❑ THE BASIN RESERV❑IR AT THE FURTHEST
AREA FROM THE DAM.
5, CONSTRUCT THE ROCK DAM BEFORE THE BASIN AREA IS CLEARED TO MINIMIZE SEDIMENT YIELD FROM C❑NSTRUCTI❑N OF THE
BASIN. STABILIZE IMMEDIATELY ALL AREAS DISTURBED DURING THE C❑NSTRUCTI❑N OF THE DAM EXCEPT THE SEDIMENT POOL,
MAINTENANCE
CHECK SEDIMENT BASINS AFTER EACH RAINFALL, REMOVE SEDIMENT AND RESTORE ❑RIGINAL VOLUME WHEN SEDIMENT
ACCUMULATES TO ABOUT ONE-HALF THE DESIGN VOLUME.
CHECK THE STRUCTURE FOR ER❑SI❑N, PIPING, AND ROCK DISPLACEMENT AFTER EACH SIGNIFICANT RAINST❑RM AND REPAIR
IMMEDIATELY.
REMOVE THE STRUCTURE AND ANY UNSTABLE SEDIMENT IMMEDIATELY AFTER THE C❑NSTRUCTI❑N SITE HAS BEEN PERMANENTLY
STABILIZED. SMOOTH THE BASIN SITE TO BLEND WITH THE SURR❑UNDING AREA AND STABILIZE. ALL WATER AND SEDIMENT
SHALL AND SEDIMENT SHALL BE REMOVED FROM THE BASIN PRI❑R TO DAM REMOVAL, SEDIMENT SHALL BE PLACED IN
DESIGNATED DISP❑SAL AREAS AND NOT ALLOWED TO FLOW INT❑ STREAMS OR DRAINAGEWAYS DURING STRUCTURE REMOVAL,
ROCK DAM
NO.
STORAGE AREA
CLEANOUT
DEPTH
VOLUME
SPILLWAY
L1 I W1 I D1 L2 I W2 D2 L3 I W3
I D4
FT
FT
RD 01-1
SEE SHEET 4 FOR REVISED DESIGN
RD 01-7
SEE SHEET 4 FOR REVISED DESIGN
RD 01-10
58.0 1 29.0
1 4.0
1 74.0
1 45.0
7.0
86.0
1 34.0
1 2.0
110,024.0
1 12
RD 01-11
1 74.0 1 37.0
1 4.0
1 90.0
1 53.0
7.0
102.0
1 34.0
1 2.0
1 15,016.01
15
RD 01-12
1 SEE SHEET 4 FOR REVISED DESIGN
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN D1 = THE DEPTH OF SEDIMENT STORAGE
W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE L3 = BASIN LENGTH AT THE TOP OF THE EMBANKMENT
W2 = BASIN WIDTH AT TOP OF THE SEDIMENT STORAGE W3 = BASIN WIDTH AT THE TOP OF THE EMBANKMENT
INSTALL COLLAR WITH
CORRUGATIONS VERTICAL
CONTINUOUS
WELD
O CD CD
SPACE
8" CC
CONTINUOUS
WELD
O.D. OF PIPE
INCLUDING PIP
-2" 2-
CD O OI
SPACE
8" CC
00 CE 2
A--�
ELEVATION OF UNASSEMBLED COLLAR
COLLAR TO BE SAME GAGE AS THE
PIPE WITH WHICH IT IS USED.
1/2" x 2" SLOTTED HOLES FOR 3/8"
DIAMETER BOLTS
2"
12" MIN.
_E1"
CORRUGATED METAL
SHEET WELDED TO
WELD BOTH SIDES
CENTER OF BAND
SECTION A -A
NOTES FOR COLLARS:
1. ALL MATERIAL TO BE IN ACCORDANCE WITH CONSTRUCTION AND CONSTRUCTION MATERIAL SPECIFICATIONS.
2. WHEN SPECIFIED ON THE PLANS, COATING OF COLLARS SHALL BE IN ACCORDANCE WITH CONSTRUCTION AND CONSTRUCTION
MATERIAL SPECIFICATIONS.
3. UNASSEMBLED COLLARS SHALL BE MARKED BY PAINTING OR TAGGING TO IDENTIFY MATCHED PAIRS.
4. THE LAP BETWEEN THE TWO HALF SECTIONS AND BETWEEN THE PIPE AND THE CONNECTING BAND SHALL BE CAULKED WITH
ASPHALT MASTIC AT TIME OF INSTALLATION.
5. EACH COLLAR SHALL BE FURNISHED WITH TWO 1/2" DIAMETER RODS WITH STANDARD TANK LUGS FOR CONNECTING
COLLARS TO PIPE.
DETAILS OF CORRUGATED METAL
ANTI -SEEP COLLARS
alley, williams, carmen, & king, inc.
CONSULTING ENGINEERS
FIRM LICENSE # F-0203
120 SOUTH MAIN STREET P.O. BOX 1248
KANNAPOLIS, NC 28082 704/938-1515
C❑NSTRUCTI❑N SPECIFICATI❑NS
1, CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATI❑N AND ROOT MAT,
REMOVE ALL SURFACE S❑IL C❑NTAINING HIGH AMOUNTS OF ❑RGANIC MATTER AND ST❑CKPILE OR
DISP❑SE OF IT PROPERLY. HAUL ALL ❑BJECTI❑NABLE MATERIAL TO THE DESIGNATED DISP❑SAL AREA,
2, ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATI❑N,
❑RGANIC MATTER, AND OTHER ❑BJECTI❑NABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9
INCHES AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT,
3, CONSTRUCT THE OUTLET SECTI❑N IN THE EMBANKMENT. PROTECT THE C❑NNECTI❑N BETWEEN THE
RIPRAP AND THE S❑IL FROM PIPING BY USING FILTER FABRIC OR A KEYWAY CUTOFF TRENCH BETWEEN
THE RIPRAP STRUCTURE AND THE S❑IL. PLACE THE FILTER FABRIC BETWEEN THE RIPRAP AND S❑IL,
EXTEND THE FABRIC ACROSS THE SPILLWAY F❑UNDATI❑N AND SIDES TO THE TOP OF THE DAM; OR
EXCAVATE A KEYWAY TRENCH ALONG THE CENTERLINE OF THE SPILLWAY F❑UNDATI❑N EXTENDING UP THE
SIDES TO THE HEIGHT OF THE DAM. THE TRENCH SHOULD BE AT LEAST 2 FT DEEP AND 2 FT WIDE
WITH li 1 SIDE SLOPES.
4, CLEAR THE POND AREA BELOW THE ELEVATI❑N OF THE CREST OF THE SPILLWAY TO FACILITATE
SEDIMENT CLEANOUT.
5, ALL CUT AND FILL SLOPES SHOULD BE 211 OR FLATTER.
6, ENSURE THAT THE STONE (DRAINAGE) SECTI❑N OF THE EMBANKMENT HAS A MINIMUM BOTTOM WIDTH
OF 3 FT AND MAXIMUM SIDE SLOPES OF 111 THAT EXTEND TO THE BOTTOM OF THE SPILLWAY SECTI❑N,
7, CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWN ON THE PLANS,
WITH 211 SIDE SLOPES EXTENDING TO THE TOP OF THE OVER FILLED EMBANKMENT. KEEP THE
THICKNESS OF THE SIDES OF THE SPILLWAY OUTLET STRUCTURE AT A MINIMUM OF 21 INCHES. THE
WEIR MUST BE LEVEL AND CONSTRUCTED TO GRADE TO ASSURE DESIGN CAPACITY.
8, MATERIAL USED IN THE STONE SECTI❑N SHOULD BE A WELL -GRADED MIXTURE OF STONE WITH A D50
SIZE OF 9 INCHES (CLASS B ER❑SI❑N CONTROL STONE) AND A MAXIMUM STONE SIZE OF 14 INCHES,
THE STONE MAY BE MACHINE PLACED AND THE SMALLER STONES WORKED INT❑ THE V❑IDS OF THE
LARGER STONES. THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY WEATHER -RESISTANT.
9, ENSURE THAT THE STONE SPILLWAY OUTLET SECTI❑N EXTENDS DOWNSTREAM PAST THE TOE OF THE
EMBANKMENT UNTIL STABLE C❑NDITI❑NS ARE REACHED AND OUTLET VEL❑CITY IS ACCEPTABLE FOR THE
RECEIVING STREAM. KEEP THE EDGES OF THE STONE OUTLET SECTI❑N FLUSH WITH THE SURR❑UNDING
GROUND AND SHAPE THE CENTER TO C❑NFINE THE OUTFLOW STREAM.
10. DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS S❑ THAT FLOW
WILL NOT DAMAGE THE EMBANKMENT.
11. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND
DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER C❑NSTRUCTI❑N.
MAINTENANCE
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERI❑D OF SIGNIFICANT RAINFALL. REMOVE
SEDIMENT AND RESTORE THE TRAP TO ITS ❑RIGINAL DIMENSI❑NS WHEN THE SEDIMENT HAS
ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED
IN THE DESIGNATED DISP❑SAL AREA AND REPLACE THE C❑NTAMINATED PART OF THE GRAVEL FACING,
CHECK THE STRUCTURE FOR DAMAGE FROM ER❑SI❑N OR PIPING. PERI❑DICALLY CHECK THE DEPTH OF
THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FT BELOW THE LOW P❑INT OF THE EMBANKMENT,
IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY
RIPRAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
AFTER ALL SEDIMENT-PR❑DUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE
AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJ❑INING AREAS AND
STABILIZE PROPERLY.
SILT TRAP
STORAGE AREA
STORAGE
SPILLWAY
H
99-1
3' X 26' X 60'
4, 680 CUBIC FT.
8'
5'
99-2
3' X 18' X 50'
2, 700 CUBIC FT,
6'
5'
99-3
3' X 15' X 40'
1, 800 CUBIC FT,
4'
5'
SEDIMENT
TRAP NO.
STORAGE AREA
CLEANOUT
DEPTH
I VOLUME
ISPILLWAY
L1 I W1 D1 L2 I W2 D2
L3 W3
D4
FT3
FT
ST 01 - 2
SEE SHEET 4 FOR REVISED DESIGN
ST 01- 3
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 4
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 5
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 6
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 8
SEE SHEET 4 FOR REVISED DESIGN
ST 01- 9
38.0 1 19.0 3.0 50.0 31.0 4.5
56.0 37.0 1.5 3,408.0 12
ST 01 - 13
SEE SHEET 4 FOR REVISED DESIGN
ST 01- 14
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 15
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 1 6
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 17
SEE SHEET 4 FOR REVISED DESIGN
ST 01-19
20.0 1 10.0 3.0 32.0 22.0 4.5
38.0 1 28.0 1 1.5 1 1,356.01 8
ST 01 - 21
SEE SHEET 4 FOR REVISED DESIGN
ST 01- 23
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 24
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 25
SEE SHEET 4 FOR REVISED DESIGN
ST 01 - 26
SEE SHEET 4 FOR REVISED DESIGN
L1 =
BASIN
LENGTH AT THE BOTTOM OF THE BASIN
D1
= THE DEPTH OF SEDIMENT STORAGE
W1
= BASIN
WIDTH AT THE BOTTOM OF THE BASIN
D2
= THE OVERALL DEPTH OF THE SEDIMENT BASIN
L2 =
BASIN
LENGTH AT THE TOP OF THE SEDIMENT STORAGE
L3 =
BASIN LENGTH AT THE TOP OF THE EMBANKMENT
W2
= BASIN
WIDTH AT TOP OF THE SEDIMENT STORAGE
W3
= BASIN WIDTH AT THE TOP OF THE EMBANKMENT
STORAGE AREA
BOTTOM DIMENSIONS = 23' X 150' 84' CMP
TRASH AND
ANTI -VORTEX DEVICE
SEE DETAIL
54' CMP 698.0
RISER PIPE
FPRINCIPAL
SPILLWAY
695.0
10,
EMBANKMENT STABILIZED
WITH VEGETATION
�i�i�i�i�i�i�i � • e �1 �••••�
1
RISER PIPE SEDIMENT BASIN (RSB 01-18)
THE BASIN MAY ALSO BE DEWATERED BY PERF❑RATING THE RISER WITH 1/2-INCH HOLES WITH A
SPACING OF APPR❑XIMATELY 3 INCHES IN EACH ❑UTSIDE VALLEY,
TRASH GUARD - INSTALL A TRASH GUARD ON THE TOP OF THE RISER TO PREVENT TRASH AND OTHER
DEBRIS FROM CL❑GGING THE C❑NDUIT.
C❑NSTRUCTI❑N SPECIFICATI❑NS
1, SITE PREPARATI❑NS - CLEAR, GRUB, AND STRIP T❑PS❑IL FROM AREAS UNDER THE
EMBANKMENT TO REMOVE TREES, VEGETATI❑N, ROOTS, AND OTHER ❑BJECTI❑NABLE MATERIAL.
TO FACILITATE SEDIMENT CLEANOUT AND REST❑RATI❑N, CLEAR THE POOL AREA OF ALL BRUSH,
TREES, AND OTHER ❑BJECTI❑NABLE MATERIALS. ST❑CKPILE ALL T❑PS❑IL OR S❑IL C❑NTAINING
❑RGANIC MATTER FOR USE ON THE OUTER SHELL OF THE EMBANKMENT TO FACILITATE
VEGETATIVE ESTABLISHMENT.
2, CUT-OFF TRENCH - EXCAVATE A CUT-OFF TRENCH ALONG THE CENTERLINE OF THE EARTH FILL
EMBANKMENT. CUT THE TRENCH TO STABLE S❑IL MATERIAL, BUT IN NO CASE MAKE IT LESS
THAN 2 FT DEEP. THE CUT-OFF TRENCH MUST EXTEND INT❑ BOTH ABUTMENTS TO AT LEAST THE
ELEVATI❑N OF THE RISER CREST. MAKE THE MINIMUM BOTTOM WIDTH WIDE ENOUGH TO PERMIT
❑PERATI❑N OF EXCAVATI❑N AND C❑MPACTI❑N EQUIPMENT BUT IN NO CASE LESS THAN 2 FT.
MAKE SIDE SLOPES OF THE TRENCH NO STEEPER THAN 111. C❑MPACTI❑N REQUIREMENTS ARE
THE SAME AS THOSE FOR THE EMBANKMENT. KEEP THE TRENCH DRY DURING BACKFILLING AND
C❑MPACTI❑N ❑PERATI❑NS.
3, EMBANKMENT - THE EMBANKMENT SHOULD BE CLEAN MINERAL S❑IL, FREE OF ROOTS, WOODY
VEGETATI❑N, ROCKS, AND OTHER ❑BJECTI❑NABLE MATERIAL. SCARIFY AREAS ON WHICH FILL IS
TO BE PLACED BEFORE PLACING FILL. THE FILL MATERIAL MUST C❑NTAIN SUFFICIENT
M❑ISTURE S❑ IT CAN BE FORMED BY HAND INT❑ A BALL WITH❑UT CRUMBLING. IF WATER CAN
BE SQUEEZED OUT OF THE BALL, IT IS T❑❑ WET FOR PROPER C❑MPACTI❑N. PLACE FILL
MATERIAL IN 6 TO 8-INCH C❑NTINU❑US LAYERS OVER THE ENTIRE LENGTH OF THE FILL AREA
AND THEN COMPACT IT. C❑MPACTI❑N MAY BE ❑BTAINED BY R❑UTING THE C❑NSTRUCTI❑N
HAULING EQUIPMENT OVER THE FILL S❑ THAT THE ENTIRE SURFACE OF EACH LAYER IS
TRAVERSED BY AT LEAST ONE WHEEL OR TREAD TRACK OF THE HEAVY EQUIPMENT, OR A
COMPACTOR MAY BE USED. CONSTRUCT THE EMBANKMENT TO AN ELEVATI❑N 10% HIGHER THAN
THE DESIGN HEIGHT TO ALLOW FOR SETTLING.
4, C❑NDUIT SPILLWAYS - SECURELY ATTACH THE RISER TO THE BARREL OR BARREL STUB TO MAKE
A WATERTIGHT STRUCTURAL C❑NNECTI❑N. SECURE ALL C❑NNECTI❑NS BETWEEN BARREL SECTI❑NS
BY APPROVED WATERTIGHT ASSEMBLIES. PLACE THE BARREL AND RISER ON A FIRM, SMOOTH
F❑UNDATI❑N OF IMPERVI❑US S❑IL. D❑ NOT USE PERVI❑US MATERIAL SUCH AS SAND, GRAVEL,
OR CRUSHED STONE AS BACKFILL AROUND THE PIPE OR ANTI -SEEP COLLARS. PLACE THE FILL
MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND
THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE
TAKEN NOT TO RAISE THE PIPE FROM FIRM CONTACT WITH ITS F❑UNDATI❑N WHEN C❑MPACTING
UNDER THE PIPE HAUNCHES. PLACE A MINIMUM DEPTH OF 2 FT OF HAND -COMPACTED BACKFILL
OVER THE PIPE SPILLWAY BEFORE CR❑SSING IT WITH C❑NSTRUCTI❑N EQUIPMENT. ANCHOR THE
RISER IN PLACE BY CONCRETE OR OTHER SATISFACT❑RY MEANS TO PREVENT FL❑TATI❑N. IN NO
CASE SHOULD THE PIPE C❑NDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER
THE EMBANKMENT IS COMPLETE.
5, EMERGENCY SPILLWAY - INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED S❑IL.
MAINTENANCE
CHECK SEDIMENT BASINS AFTER PERI❑DS OF SIGNIFICANT RUN-OFF. REMOVE SEDIMENT AND RESTORE
THE BASIN TO ITS ❑RIGINAL DIMENSI❑NS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE DESIGN
DEPTH.
CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR ER❑SI❑N DAMAGE, AND INSPECT THE
EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE
ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA.
WELDED METAL
BAR TRASH RACK
SCREEN 6" ON
CENTER EACH
DIRECTION
A
ANTI-VORTE
PLATES
PLAN
L
A
INSIDE DIAMETER
SECTION A -A
A
B
C
MIN. SIZE SUPPORT BAR
54"
84"
24"
1 1/2" X 1 1/2" X 1/4" ANGLE
A
ANTI -VORTEX
PLATES
'WELD
JOINTS
-VORTEX
FES - 1 /4" METAL
CMP, 14 GAUGE
MANUFACTURER TO DESIGN AND
SUBMIT SHOP DRAWINGS FOR ALL
COMPONENTS OF THE ANTI -VORTEX
DEVICE.
ANTI - VZ7R TEX 1PE_ VICE --
CLEAR CREEK QUARRY 2022 MINE PERMIT MODIFICATION
VULCAN CONSTRUCTION MATERIALS, L.P.
MECKLENBURG COUNTY, NORTH CAROLINA
4'
MIN �l 1,5" MIN,
DIKE
311
HOLD DOWNSTAKES
PLASTIC
CORRUGATED
PIPE
I
II -11 =11 -11 - II -11
10' SPACING
= II II II INLET PIPE
STABILIZEDOUTLET
PR❑TECTI❑N
III -11I II II
=11 1111
.II-III=III-
II = II
4
LE
VELL
SECT,
PLAN VIEW
STANDARD T-SECTI❑N
PERMANENT SLOPE DRAINS
C❑NDUIT - CONSTRUCT THE SLOPE DRAIN FROM HEAVY-DUTY, FLEXIBLE
MATERIALS SUCH AS N❑NPERF❑RATED, CORRUGATED PLASTIC PIPE OR
SPECIALLY DESIGNED FLEXIBLE TUBING. INSTALL REINF❑RCED, HOLD-
DOWN GROMMETS OR STAKES TO ANCHOR THE C❑NDUIT AT INTERVALS NOT TO
EXCEED 10 FT WITH THE OUTLET END SECURELY FASTENED IN PLACE, THE
C❑NDUIT MUST EXTEND BEYOND THE TOE OF THE SLOPE,
ENTRANCE - CONSTRUCT THE ENTRANCE TO THE SLOPE DRAIN OF A
STANDARD T-SECTI❑N FITTING,
TEMPORARY DIVERSI❑N - USE AN EARTHEN DIVERSI❑N WITH A DIKE RIDGE
TO DIRECT SURFACE RUN-OFF INT❑ THE TEMPORARY SLOPE DRAIN. THE
HEIGHT OF THE RIDGE OVER THE DRAIN C❑NDUIT SHALL BE A MINIMUM OF
1.5 FEET AND AT LEAST 6 INCHES HIGHER THAN THE ADJ❑INING RIDGE ON
EITHER SIDE, THE LOWEST P❑INT OF THE DIVERSI❑N RIDGE SHOULD BE A
MINIMUM OF 1 FT ABOVE THE TOP OF THE DRAIN S❑ THAT DESIGN FLOW
CAN FREELY ENTER THE PIPE.
C❑NSTRUCTI❑N SPECIFICATI❑NS
1, SLOPE DRAINS ON UNDISTURBED S❑IL OR WELL -COMPACTED FILL AT
L❑CATI❑NS AND ELEVATI❑NS SHOWN ON THE PLANS,
2, SLIGHTLY SLOPE THE SECTI❑N OF PIPE UNDER THE DIKE TOWARD
IT'S OUTLET,
3, HAND TAMP THE S❑IL UNDER AND AROUND THE ENTRANCE SECTI❑N IN
LIFTS NOT TO EXCEED 6 INCHES.
4. ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAS
MINIMUM DIMENSI❑NS OF 1.5 FT DEPTH, 4 FT TOP WIDTH, AND 3:1
SIDE SLOPES,
5. ENSURE THAT ALL SLOPE DRAIN C❑NNECTI❑NS ARE WATERTIGHT.
6, ENSURE THAT ALL FILL MATERIAL IS WELL -COMPACTED, SECURELY
FASTEN THE EXPOSED SECTI❑N OF THE DRAIN WITH GROMMETS OR
STAKES SPACED NO MORE THAN 10 FT APART,
7, EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE AND ADEQUATELY
PROTECT THE OUTLET FROM ER❑SI❑N,
8, MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAN 1 FT
ABOVE THE TOP OF THE PIPE AT EVERY P❑INT.
MAINTENANCE
INSPECT THE SLOPE DRAIN AND SUPP❑RTING DIVERSI❑N AFTER EVERY
RAINFALL AND PROMPTLY MAKE NECESSARY REPAIRS. WHEN THE PROTECTED
AREA HAS BEEN PERMANENTLY STABILIZED, TEMPORARY MEASURES MAY BE
REMOVED, MATERIALS DISP❑SED OF PROPERLY, AND ALL DISTURBED AREAS
STABILIZED APPR❑PRIATELY,
NOTES:
1. USE DIMENSIONS SHOWN ABOVE UNLESS NOTED OTHERWISE.
2. TEMPORARY DIVERSION DITCHES FLOWING INTO RD 01-11 AND TEMPORARY DIVERSIONS
AT THE TOP OF PIT EXCAVATION LIMITS THAT DIVERT RUNOFF INTO THE PIT SHALL BE
STABILIZED WITH A NORTH AMERICAN GREEN P300 LINER. \\\`�riii�►�///
PLAN SYMBOL TD ss 0
SEAL =
TEMPORARY DIVERSION DITCH 16883
NTS o IVCIN6.
Docu 1Sig''n��ed by: // FSLEY O \\\\
Lft_D005F6BA648B
We,4-Q,e,�, �e Irlr
12-17-21
...
REVISION No. DESCRIPTION DATE INITIAL " SCALE ""' 12/17/21
PLAN: DRAWN BY:
RCC
PROFILE CHECKED BY:
HORIZ.: GWW
DWG No.: 11523MINMOD22
VERT.: D ET\S H EET3
110 MIN MX115011
JOB NO. 11523
SHEET NO. 3
OF: 6

2' PVC SEDIMENT CLEANOUT
REFERENCE STAKE.
MARK SEDIMENT CLEANOUT -
nFPTH nN CTAWF
IIIII=1.,
IIIII=II►11s<o
IIIII=IIII►p�'
MINIMUM STORAGE AND IIII 1=IIII =
SURFACE AREA AS =IIII REQUIRED ON PLAN
POROUS BAFFLES
(SEE DETAIL)
12' OF #5 OR #57
KEY IN BOTTOM LAYER
OF RIPRAP
ROCK DAM SEDIMENT BASINS
WITH SURFACE AREA EFFICIENCY DESIGN
CLASS I RIPRAP
CLASS II RIPRAP
=IIIII
FILTER FABRIC
THE STORAGE
AREA FOR BASINS WILL LIMIT THE C❑NSTRUCTION OF THE FINAL OVERBURDEN STORAGE AREA SLOPES. THE BERMS SHALL BE CONSTRUCTED
UP TO WHERE
THE BASIN STORAGE AREAS ARE LOCATED AND THEN STABILIZED. ONCE THE OVERBURDEN STORAGE AREA HAS BEEN STABILIZED, THE
STORAGE AREA
OF THE BASIN MAY BE REDUCED AND THE FINAL GRADING FOR THE BERM COMPLETED. THE BASIN WILL REMAIN UNTIL THE COMPLETED
BERM HAS BEEN
STABILIZED.
ROCK ABUTMENTS SHALL EXTEND TO AN ELEVATI❑N AT LEAST 2 FT ABOVE THE SPILLWAY,
ABUTMENTS SHALL BE 2 FT THICK WITH 2:1 SIDE SLOPES, THE ROCK ABUTMENTS SHALL EXTEND
DOWN THE DOWNSTREAM FACE OF THE DAM TO THE TOE, AT LEAST 1 FT HIGHER THAN THE REST OF
THE DAM TO PROTECT THE EARTH ABUTMENTS FROM SCOUR,
OUTLET PR❑TECTI❑N - A ROCK APRON AT LEAST 1.5 FT THICK SHALL EXTEND DOWNSTREAM FROM THE
TOE OF THE DAM, ON ZERO GRADE, A SUFFICIENT DISTANCE TO PREVENT CHANNEL ER❑SI❑N, OR A
DISTANCE EQUAL TO THE HEIGHT OF THE DAM WHICHEVER IS GREATER.
ROCK FILL - ROCK SHALL BE WELL GRADED, HARD, EROSI❑N RESISTANT STONE WITH A MINIMUM D50
SIZE OF 9 INCHES,
PROTECTI❑N FROM 'PIPING' - A KEYWAY LINED WITH GE❑TEXTILE FILTER FABRIC SHALL BE ON THE
S❑IL F❑UNDATI❑N UNDER THE ROCK FILL. TO PREVENT S❑IL MOVEMENT AND PIPING UNDER THE DAM,
THE FILTER FABRIC MUST EXTEND FROM THE KEYWAY TO THE DOWNSTREAM EDGE OF THE APRON AND
MUST RUN UNDER THE DAM'S ABUTMENTS,
BASIN DEWATERING - THE ENTIRE UPSTREAM FACE OF THE ROCK STRUCTURE SHALL BE COVERED WITH
FINE GRAVEL (NCD❑T #57 WASHED STONE OR EQUIVALENT) A MINIMUM OF 1 FT THICK TO REDUCE THE
DRAINAGE RATE.
C❑NSTRUCTI❑N SPECIFICATI❑NS
1, CLEAR THE AREAS UNDER THE EMBANKMENT AND STRIP IT OF ROOTS AND OTHER
❑BJECTIONABLE MATERIAL, CLEAR THE RESERV❑IR AREA TO FACILITATE SEDIMENT
REMOVAL,
2, EXCAVATE A CUTOFF TRENCH A MINIMUM OF 2 FT DEEP AND 2 FT WIDE WITH 1:1 SIDE
SLOPES UNDER THE TOTAL LENGTH OF THE DAM AT ITS CENTERLINE. LINE THE TRENCH
WITH EXTRA -STRENGTH FILTER FABRIC BEFORE BACKFILLING WITH ROCK, APPLY FILTER
FABRIC UNDER THE R❑CKFILL EMBANKMENT, FROM THE UPSTREAM EDGE OF THE KEYWAY TO THE
DOWNSTREAM EDGE OF THE APRON. OVERLAP FILTER MATERIAL A MINIMUM OF 1 FT AT ALL
J❑INTS, WITH THE UPSTREAM STRIP LAID OVER THE DOWNSTREAM STRIP,
3, CONSTRUCT THE EMBANKMENT WITH WELL -GRADED ROCK AND GRAVEL TO THE SIZE AND
DIMENSIONS SHOWN ON THE DRAWINGS, IT IS IMP❑RTANT THAT ROCK ABUTMENTS BE AT LEAST
2 FT HIGHER THAN THE SPILLWAY CREST AND AT LEAST 1 FT HIGHER THAN THE DOWNSTREAM
FACE OF THE DAM, ALL THE WAY TO PREVENT SCOUR AND EROSI❑N AT THE ABUTMENTS,
4, SEDIMENT -LADEN WATER FROM THE C❑NSTRUCTI❑N SITE SHOULD BE DIVERTED INT❑ THE BASIN
RESERV❑IR AT THE FURTHEST AREA FROM THE DAM.
5, CONSTRUCT THE ROCK DAM BEFORE THE BASIN AREA IS CLEARED TO MINIMIZE SEDIMENT YIELD
FROM CONSTRUCTI❑N OF THE BASIN, STABILIZE IMMEDIATELY ALL AREAS DISTURBED DURING
THE C❑NSTRUCTI❑N OF THE DAM EXCEPT THE SEDIMENT POOL,
6, INSTALL A MINIMUM THREE ROWS OF POROUS BAFFLES ACROSS WIDTH OF BASIN. BAFFLE MATERIAL
TO BE SILT FENCE FABRIC BACKED BY WIRE FENCE (HOG WIRE), SLITTING THE FABRIC IN
ALTERNATING SQUARES,
MAINTENANCE
CHECK SEDIMENT BASINS AFTER EACH RAINFALL, REMOVE SEDIMENT AND RESTORE ORIGINAL VOLUME
WHEN SEDIMENT ACCUMULATES TO ABOUT ONE-HALF THE DESIGN VOLUME,
CHECK THE STRUCTURE FOR EROSI❑N, PIPING, AND ROCK DISPLACEMENT AFTER EACH SIGNIFICANT
RAINST❑RM AND REPAIR IMMEDIATELY,
REMOVE THE STRUCTURE AND ANY UNSTABLE SEDIMENT IMMEDIATELY AFTER THE C❑NSTRUCTI❑N SITE
HAS BEEN PERMANENTLY STABILIZED, SMOOTH THE BASIN SITE TO BLEND WITH THE SURR❑UNDING
AREA AND STABILIZE. ALL WATER AND SEDIMENT SHALL AND SEDIMENT SHALL BE REMOVED FROM THE
BASIN PRI❑R TO DAM REMOVAL, SEDIMENT SHALL BE PLACED IN DESIGNATED DISP❑SAL AREAS AND
NOT ALLOWED TO FLOW INT❑ STREAMS OR DRAINAGEWAYS DURING STRUCTURE REMOVAL.
SEDIMENT
BASIN
STORAGE AREA
CLEANOUT
DEPTH (FT)
D3
VOLUME
FT3
SURFACE
AREA(FT2)
A2
SPILLWAY
FT
SPILLWAY ELEVATION
FT
L1
W1
D1
L2
W2
D2
L3
W3
RD 01-1
136.0
68.0
4.0
152.0
84.0
6.0
160.0
92.0
2.0
44 032.0
12 768.0
31
RD 01-7
108.0
54.0
4.0
124.0
70.0
6.0
132.0
78.0
2.0
29,024.0
8,680.0
1 20
RD 01-12
160.0
80.0
4.0
176.0
96.0
6.0
184.0
104.0
2.0
59,392.0
16,896.0
39
RD 22-1
IRREGULAR -
SEE
BELOW
1.8
24,961.0
8,429.0
29
656.5
RD 22-2
IRREGULAR -
SEE
BELOW
1.8
12,312.0
4,477.0
49
646.5
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN
W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN
L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE
W2 = BASIN WIDTH AT TOP OF THE SEDIMENT STORAGE
L3 = BASIN LENGTH AT THE TOP OF THE EMBANKMENT
W3 = BASIN WIDTH AT THE TOP OF THE EMBANKMENT
D1 = THE DEPTH OF SEDIMENT STORAGE
D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
D3 = THE CLEANOUT DEPTH OF THE SEDIMENT BASIN
A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE
RD 22-1
ELEVATION
SURFACE
AREA
(SF)
INC.
VOLUME
(CF)
STORAGE
VOLUME
(CF)
NOTES
653.0
7,273.0
0,0
0,0
BASIN FLOOR
654.0
8,031.0
7,652.0
7,652.0
655.0
8,821.0
8,426.0
16,078.0
CLEANOUT 654,8
656.0
1 9,645.0
1 9,233.0
1 25,311.0
656.5
10,069.0
1 4,928.5
1 30,239.5
1 SEDIMENT ST❑RAGE
RD 22-2
ELEVATION
SURFACE
AREA
(SF)
INC.
VOLUME
(CF)
STORAGE
VOLUME
(CF)
NOTES
BASIN FLOOR
643.0
3,516.0
0,0
0,0
644.0
4,058.0
3,787.0
3,787.0
645.0
4,634.0
4,346.0
8,133.0
CLEANOUT 644,8
646.0
1 5,244.0
1 4,939.0
1 13,072.0
646.5
5,561.0
1 2,701.3
1 15,773.3
SEDIMENT STORAGE
alley, williams, carmen, & king, inc.
CONSULTING ENGINEERS
FIRM LICENSE # F-0203
120 SOUTH MAIN STREET P.O. BOX 1248
KANNAPOLIS, NC 28082 704/938-1515
2' PVC SEDIMENT CLEANOUT
REFERENCE STAKE.
MARK SEDIMENT CLEANOUT -
DEPTH ON STAKE.
MAX. LEVEL OF SEDIMENT
COLLECTED - CLEAN BASIN
WHEN THIS LEVEL IS REACHED ----%
MINIMUM STORAGE AND
SURFACE AREA AS
REQUIRED ON PLAN
POROUS BAFFLES
(SEE DETAIL)
12' OF #5 OR #57
WASHED STONES
MIt
o �■
4' MAX.
BETWEEN POSTS
11
CARRY RIPRAP UP
SIDES OF SPILLWAY
9-GAUGE MINIMUM HIGH
TENSION WIRE STRAND
ATTACHED TO STEEL POSTS
TO PREVENT SAGGING
"_5' STEEL POST
/ 18' FREEBOARD
INIMUM
7T-M
CLASS B EROSION
CONTR❑L STONE
INLET ZONE
9' d50 �� 25% OF SURFACE AREA
MAX, SIZE 14' COIR EROSION BLANKET,
COIR MESH (OR SIMILAR) �\
_ STRAND OVER WIRE FIRST CHAMBER
I-IIIII 25% OF SURFACE AREA
KEY IN BOTTOM FILTER FABRIC
LAYER OF RIPRAP
DESIGN
SETTLED ❑VERFILL 6'
TOP FOR
15' SETTLEMENT
4' MIN
I=IIIII=IIIII='�
5' MAX, III II- '�� �I _ EMERGENCY
BY-PASS2il SIDE 6'
FILL IIIII u_I SLOPE MAX. BELOW
FILTER SETTLED TOP
FABRIC = lil SIDE OF DAM
I III SLOPE MAX, NATURAL GROUND
3'
MIN.
TEMPORARY SEDIMENT BASIN
WITH SURFACE AREA EFFICIENCY DESIGN
THE STORAGE AREA FOR BASINS WILL LIMIT THE C❑NSTRUCTI❑N OF THE FINAL OVERBURDEN STORAGE AREA SLOPES. THE BERMS
SHALL BE CONSTRUCTED UP TO WHERE THE BASIN STORAGE AREAS ARE LOCATED AND THEN STABILIZED. ONCE THE OVERBURDEN
STORAGE AREA HAS BEEN STABILIZED, THE STORAGE AREA OF THE BASIN MAY BE REDUCED AND THE FINAL GRADING FOR THE
BERM COMPLETED. THE BASIN WILL REMAIN UNTIL THE COMPLETED BERM HAS BEEN STABILIZED.
C❑NSTRUCTI❑N SPECIFICATI❑NS
1, CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATI❑N AND ROOT MAT. REMOVE ALL SURFACE
S❑IL C❑NTAINING HIGH AMOUNTS OF ❑RGANIC MATTER AND ST❑CKPILE OR DISP❑SE OF IT PROPERLY. HAUL ALL
❑BJECTI❑NABLE MATERIAL TO THE DESIGNATED DISP❑SAL AREA.
2, ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATI❑N, ORGANIC MATTER, AND OTHER
❑BJECTI❑NABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES AND MACHINE COMPACT IT OVER FILL THE
EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
3, CONSTRUCT THE OUTLET SECTI❑N IN THE EMBANKMENT. PROTECT THE C❑NNECTI❑N BETWEEN THE RIPRAP AND THE S❑IL FROM
PIPING BY USING FILTER FABRIC OR A KEYWAY CUTOFF TRENCH BETWEEN THE RIPRAP STRUCTURE AND THE S❑IL. PLACE
THE FILTER FABRIC BETWEEN THE RIPRAP AND SOIL. EXTEND THE FABRIC ACROSS THE SPILLWAY F❑UNDATI❑N AND SIDES TO
THE TOP OF THE DAM OR EXCAVATE A KEYWAY TRENCH ALONG THE CENTERLINE OF THE SPILLWAY F❑UNDATI❑N EXTENDING
UP THE SIDES TO THE HEIGHT OF THE DAM THE TRENCH SHOULD BE AT LEAST 2 FT DEEP AND 2 FT WIDE WITH 111 SIDE
SLOPES.
4, CLEAR THE POND AREA BELOW THE ELEVATI❑N OF THE CREST OF THE SPILLWAY TO FACILITATE SEDIMENT CLEANOUT.
5, ALL CUT AND FILL SLOPES SHOULD BE 21l OR FLATTER.
6, ENSURE THAT THE STONE (DRAINAGE) SECTI❑N OF THE EMBANKMENT HAS A MINIMUM BOTTOM WIDTH OF 3 FT AND MAXIMUM
SIDE SLOPES OF 1i1 THAT EXTEND TO THE BOTTOM OF THE SPILLWAY SECTI❑N.
7, CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWN ON THE PLANS, WITH 2:1 SIDE SLOPES
EXTENDING TO THE TOP OF THE OVER FILLED EMBANKMENT. KEEP THE THICKNESS OF THE SIDES OF THE SPILLWAY
OUTLET STRUCTURE AT A MINIMUM OF 21 INCHES. THE WEIR MUST BE LEVEL AND CONSTRUCTED TO GRADE TO ASSURE
DESIGN CAPACITY.
8, MATERIAL USED IN THE STONE SECTI❑N SHOULD BE A WELL -GRADED MIXTURE OF STONE WITH A D50 SIZE OF 9 INCHES
(CLASS B ER❑SI❑N CONTROL STONE) AND A MAXIMUM STONE SIZE OF 14 INCHES, THE STONE MAY BE MACHINE PLACED
AND THE SMALLER STONES WORKED INT❑ THE VOIDS OF THE LARGER STONES. THE STONE SHOULD BE HARD, ANGULAR, AND
HIGHLY WEATHER -RESISTANT.
9, ENSURE THAT THE STONE SPILLWAY OUTLET SECTION EXTENDS DOWNSTREAM PAST THE TOE OF THE EMBANKMENT UNTIL
STABLE CONDITI❑NS ARE REACHED AND OUTLET VEL❑CITY IS ACCEPTABLE FOR THE RECEIVING STREAM. KEEP THE EDGES OF
THE STONE OUTLET SECTI❑N FLUSH WITH THE SURR❑UNDING GROUND AND SHAPE THE CENTER TO C❑NFINE THE OUTFLOW
STREAM.
10, DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS S❑ THAT FLOW WILL NOT DAMAGE THE
EMBANKMENT.
11. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP
IMMEDIATELY AFTER CONSTRUCTION. 12. INSTALL A MINIMUM THREE ROWS OF POROUS BAFFLES ACROSS WIDTH OF BASIN.
BAFFLE MATERIAL TO BE SILT FENCE FABRIC BACKED BY WIRE FENCE (HOG WIRE). SLITTING THE FABRIC IN ALTERNATING
SQUARES.
uf_11►11�►�L[ya
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERI❑D OF SIGNIFICANT RAINFALL. REMOVE SEDIMENT AND RESTORE THE
TRAP TO ITS ❑RIGINAL DIMENSI❑NS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP.
PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISP❑SAL AREA AND REPLACE THE C❑NTAMINATED PART OF THE
GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE FROM ER❑SI❑N OR PIPING, PERI❑DICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE
IT IS A MINIMUM OF 1.5 FT BELOW THE LOW P❑INT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE
EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE, ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY,
AFTER ALL SEDIMENT-PR❑DUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE
SEDIMENT, SMOOTH THE AREA TO BLEND WITH THE ADJ❑INING AREAS AND STABILIZE PROPERLY,
SEDIMENT
BASIN
STORAGE AREA
CLEANOUT
DEPTH
SEDIMENT
STORAGE
SURFACE
AREA (SF)
SPILLWAY
LENGTH
L1
W1
D1
L2
W2
D2
L3
W3
D3
(CF)
A2
(FT)
ST 01-2
38.0
84.0
2.0
46.0
92.0
3.0
50.0
96.0
1.2
7,424.0
4,232.0
8.0
ST 01-4
25.0
60.0
2.0
33.0
68.0
3.0
37.0
72.0
1.2
3,744.0
2,244.0
6.0
ST 01-5
58.0
122.0
2.0
66.0
130.0
3.0
70.0
134.0
1.2
15,656.0
8,580.0
12.0
ST01-6
48.0
106.0
2.0
56.0
114.0
3.0
60.0
118.0
1.2
11,472.0
6,384.0
10.0
ST01-8
35.0
75.0
2.0
43.0
83.0
3.0
47.0
87.0
1.2
6,194.0
3,569.0
8.0
ST 01-13
48.0
103.0
2.0
56.0
111.0
3.0
60.0
115.0
1.2
11,160.0
6,216.0
10.0
ST 01-14
34.0
75.0
2.0
42.0
83.0
4.0
50.0
91.0
1.2
6,036.0
3,486.0
8.0
ST 01-15
43.0
92.0
2.0
51.0
100.0
3.0
55.0
104.0
1.2
1 9,056.0
5,100.0
10.0
ST 01-16
45.0
97.0
2.0
53.0
105.0
3.0
57.0
109.0
1.2
9,930.0
5,565.0
10.0
ST 01-17
55.0
118.0
2.0
63.0
126.0
3.0
67.0
130.0
1.2
14,428.0
7,938.0
12.0
ST 01-21
32.0
66.0
2.0
40.0
74.0
3.0
44.0
78.0
1.2
5,072.0
2,960.0
6.0
ST 01-23
18.0
38.0
2.0
26.0
46.0
3.0
30.0
50.0
1.2
1,880.0
1,196.0
4.0
ST 01-24
22.0
46.0
2.0
30.0
54.0
3.0
34.0
58.0
1.2
2,632.0
1,620.0
6.0
ST 01-25
1 28.0
58.0
2.0
36.0
66.0
3.0
40.0
70.0
1.2
4,000.0
2,376.0
6.0
ST 01-26
16.0
36.0
2.0
24.0
1 44.0
3.0
28.0
1 48.0
1.2
1,632.0
1,056.0
4.0
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN
W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN
L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE
W2 = BASIN WIDTH AT THE TOP OF THE SEDIMENT STORAGE
L3 = BASIN LENGTH AT THE TOP OF THE EMBANKMENT
W3 = BASIN WIDTH AT THE TOP OF THE EMBANKMENT
D1 = THE DEPTH OF SEDIMENT STORAGE
D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
D3 = THE CLEANOUT DEPTH OF SEDIMENT
A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE
CLEAR CREEK QUARRY 2022 MINE PERMIT MODIFICATION
VULCAN CONSTRUCTION MATERIALS, L.P.
MECKLENBURG COUNTY, NORTH CAROLINA
BAFFLE INSTALLATION - STEP 1
COIR MESH STAPLED
OR TRENCHED INTO
BOTTOM AND SIDES
Porous Baffles
COIR MESH ATTACHED
TO ROPE OR WIRE
WITH TIES
PERSPECTIVE VIEW
TOP OF BAFFLES SHOULD BE
6" HIGHER THAN THE SPILLWAY
INVERT AND 2" LOWER THAN
THE TOP OF THE BERM
BAFFLE INSTALLATION - STEP 2
3' MIN.
FABRIC STAPLED TO
BOTTOM AND SIDES
OR BURIED IN TRENI
6"x6" TRENCH, '
BACKFILLED AND ' 24'
COMPACTED
Construction Specifications -
Maintenance -
1.
Grade the basin so that the bottom is level front to back and side to side.
inspect baffles at least once a week and after each rainfall. make any required repairs
2.
Install posts across the width of the sediment trap (6.62m sediment fence).
immediately.
3.
Steel posts should be driven to a depth of 24 inches, spaces a maximum of 4 feet apart,
and installed up the sides of the basin as well. The top of the fabric should be 6 inches
Be sure to maintain access to the baffles, Should the fabric of a baffle collapse, tear,
higher than the invert of the spillway. Tops of baffles should be 2 inches lower than the top
decompose, or become ineffective, replace it immediately.
of the berms.
4.
Install at least three rows of baffles between the inlet and outlet discharge point. Basins
Remove sediment deposits when it reaches half full to provide adequate storage volume for the
less than 20 feet in length may use 2 baffles.
next rain and to reduce pressure on the baffles. Take care to avoid damaging the baffles
5.
When using posts, add a support wire or rope across the top of the measure to prevent
during cleanout. Sediment depth should never exceed half the designed storage depth.
sagging.
6.
Wrap porous material like the jute backed by coir material, over the top wire. The fabric
After the contributing drainage area has been properly stabilized, remove all baffle materials and
should have five to ten percent openings in the weave. Attach fabric to a rope and a
unstable sediment deposits, bring the area to grade and stabilize it.
support structure with zip ties, wire or staples.
7.
The bottom and sides of the fabric should be anchored in a trench or pinned with 8-inch
erosion control matting staples.
8.
Do not splice the fabric but use a continuous piece across the basin.
POROUS
BAFFLES
NORTHERN PIT EXPANSION
CONSTRUCTION SEQUENCE
1. ENSURE EXISTING BASINS HAVE SEDIMENT STORAGE. INSTALL TEMPORARY
DIVERSION TO DIVERT THE DISTURBED AREAS INTO THE EXISTING PIT. IF RUNOFF
CANNOT BE DIVERTED INTO THE PIT, INSTALL ROCK DAM RD-01-1 AND ANY
TEMPORARY DIVERSION CHANNELS NEEDED TO DIVERT FLOW INTO THE BASIN.
2. BEGIN EXCAVATION OF THE PIT EXPANSION AREA. DIVERT ALL DISTURBED AREAS
POSSIBLE INTO THE PIT. TEMPORARY DIVERSION DITCHES MAY HAVE TO BE REGRADED
AS THE PIT EXPANSION PROCEEDS.
3. ONCE THE PIT EXCAVATIONS REACH THE PIT LIMITS, STABILIZE THE SLOPES PER
THE RECLAMATION DETAIL AND SEEDING SPECIFICATIONS.
4. MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE
ACCUMULATED SEDIMENT, AND REPAIR AND DAMAGE TO THE DIVERSION DITCHES, ROCK
DAMS, OR SEDIMENT BASINS.
5. ONCE THE EXPANSION IS COMPLETED AND ALL AREAS STABILIZED REMOVE THE
TEMPORARY EROSION CONTROL MEASURES AND STABILIZE THE IMPACTED AREAS.
NORTHWESTERN PIT EXPANSION
CONSTRUCTION SEQUENCE
1. ENSURE EXISTING BASINS ROCK DAM RD-01-10, RD-01-11 AND DAM TEMPORARY
SEDIMENT BASIN NO. 14 HAVE THE DESIGN SEDIMENT CAPACITY.
2. BEGIN CLEARING FOR THE EXPANSION OF THE PIT.
3. PRIOR TO THE REMOVAL OF STUMPS, TEMPORARY DIVERSION DITCHES SHALL BE
INSTALLED TO DIVERT FROM THE TIMBER REMOVAL AREAS INTO THE PIT OR
EXISTING SEDIMENT BASINS. IF THE RUNOFF CAN NOT BE DIVERTED INTO THE PIT,
INSTALL ROCK DAMS 22-1 AND 22-2.
4. INSTALL TEMPORARY DIVERSIONS AROUND THE PERIMETER OF THE DISTURBED
AREAS TO DIVERT SEDIMENT INTO THE EXISTING PIT OR SEDIMENT BASINS.
5. LIMIT THE DISTURBED AREA TO THE AMOUNT OF OVERBURDEN THAT WILL BE
REMOVED IN THE IMMEDIATE FUTURE.
6. BEGIN EXCAVATION OF THE PIT EXPANSION AREA. DIVERT ALL DISTURBED AREAS
POSSIBLE INTO THE PIT. TEMPORARY DIVERSION DITCHES MAY HAVE TO BE
REGRADED AS THE PIT EXPANSION PROCEEDS.
7. INSTALL ROCK DAMS 22-1 AND 22-2 AND TEH ASSOCIATED TEMPORARY DIVERSION
DITCHES ONCE THE DISTURBED AREA CAN NOT BE DIVERTED INTO THE PIT.
8. MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE
ACCUMULATED SEDIMENT, AND REPAIR AND DAMAGE TO THE DIVERSION DITCHES,
ROCK DAMS, OR SEDIMENT BASINS.
9. AS THE PIT IS EXPANDED, EROSION CONTROL MEASURES RD 01-10, RD 01-1 1,
RD 22-1 CAN BE REMOVED WHEN DRAINAGE FROM DISTURBED AREAS IS CHANGED
TO FLOW INTO THE PIT.
10. ONCE THE PIT EXCAVATIONS REACH THE PIT LIMITS, STABILIZE THE SLOPES PER
THE RECLAMATION DETAIL AND SEEDING SPECIFICATIONS.
11. ONCE THE EXPANSION IS COMPLETED AND ALL AREAS STABILIZED REMOVE THE
TEMPORARY EROSION CONTROL MEASURES AND STABILIZE THE IMPACTED AREAS.
SEE SHEET 5 FOR THE EASTERN OVERBURDEN EXCAVATION AREA CONSTRUCTION SEQUENCE
EASTERN PIT EXPANSION PHASE
CONSTRUCTION SEQUENCE
1. NOTE: DO NOT EXCAVATE THE OVERBURDEN IN THE EASTERN PIT PHASE 2 AREA. UNTIL A
PERMIT HAS BEEN ISSUED FOR THE REMOVAL OF WETLANDS.
2. INSURE EXISTING BASINS (RISER BASIN RSB-01-15) HAS SEDIMENT STORAGE.
3. INSTALL TEMPORARY DIVERSIONS AROUND THE PERIMETER OF THE DISTURBED AREA TO
DIVERT SEDIMENT INTO THE EXISTING PIT OR SEDIMENT BASINS
3. INSTALL ROCK DAM RD-01-1 IF SEDIMENT CANNOT BE DIVERTED INTO THE PIT OR
RSB-01-15.
4. LIMIT THE DISTURBED AREA TO THE AMOUNT OF OVERBURDEN THAT WILL BE REMOVED IN
THE IMMEDIATE FUTURE.
5. BEGIN EXCAVATION OF THE PIT EXPANSION AREA. DIVERT ALL DISTURBED AREAS POSSIBLE
INTO THE PIT. TEMPORARY DIVERSION DITCHES MAY HAVE TO BE REGRADED AS THE PIT
EXPANSION PROCEEDS.
6. MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE ACCUMULATED
SEDIMENT, AND REPAIR AND DAMAGE TO THE DIVERSION DITCHES, ROCK DAMS, OR
SEDIMENT BASINS.
7. ONCE THE PIT EXCAVATIONS REACH THE PIT LIMITS, STABILIZE THE SLOPES PER THE
RECLAMATION DETAIL AND SEEDING SPECIFICATIONS.
8. ONCE THE EXPANSION IS COMPLETED AND ALL AREAS STABILIZED REMOVE THE TEMPORARY
EROSION CONTROL MEASURES AND STABILIZE THE IMPACTED AREAS.
EASTERN PIT EXPANSION PHASE 2
CONSTRUCTION SEQUENCE
1. NOTE: DO NOT EXCAVATE THE OVERBURDEN IN THE EASTERN PIT PHASE 2 AREA UNTIL A
PERMIT HAS BEEN ISSUED FOR THE REMOVAL OF WETLANDS. EXCAVATION OF THIS AREA
CANNOT BEGIN UNTIL THE OVERBURDEN IN THE NORTHERN PIT EXPANSION AND THE
EASTERN PIT EXPANSION HAS BEEN REMOVED AND SEDIMENT CAN BE DIVERTED INTO THE
PIT.
2. INSTALL TEMPORARY DIVERSIONS AROUND THE PERIMETER OF THE DISTURBED AREA TO
DIVERT SEDIMENT INTO THE EXISTING PIT OR SEDIMENT BASINS
3. LIMIT THE DISTURBED AREA TO THE AMOUNT OF OVERBURDEN THAT WILL BE REMOVED IN
THE IMMEDIATE FUTURE.
4. BEGIN EXCAVATION OF THE PIT EXPANSION AREA. DIVERT ALL DISTURBED AREAS POSSIBLE
INTO THE PIT. TEMPORARY DIVERSION DITCHES MAY HAVE TO BE REGRADED AS THE PIT
EXPANSION PROCEEDS.
5. MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE ACCUMULATED
SEDIMENT, AND REPAIR AND DAMAGE TO THE DIVERSION DITCHES.
6. ONCE THE PIT EXCAVATIONS REACH THE PIT LIMITS, STABILIZE THE SLOPES PER THE
RECLAMATION DETAIL AND SEEDING SPECIFICATIONS.
7. ONCE THE EXPANSION IS COMPLETED AND ALL AREAS STABILIZED REMOVE THE TEMPORARY
EROSION CONTROL MEASURES AND STABILIZE THE IMPACTED AREAS.
REVISION No. DESCRIPTION DATE INITIAL SCALE 12/17/21
REVISED ROCK DAM SPILLWAY 1 2 25 22 GWW PLAN: DRAWN BY: LENGTHS, ADDED SPILLWAY RCC
ELEVATION, MODIFIED PROFILE
NORTHWEST PIT SEQUENCE. CHECKED BY: GWW
HORIZ.:
DWG No.: 1 1523MINMOD22
VERT.: DET\SHEET5
���11111111/���
�N••CAR�
°OFESS
SEAL < °
- 16883 -
NG I NE����� \
� FSLEY ......
DocuSigned by:
V),Irb- 2-25-22
L3A0D005F6BA648B
JOB NO. 11523
SHEET N0.
OF. 6

4' HIGH FENCE
VARIABLE AS DIRECTED BY THE ENGINEER
WITH 3 STRAINS
OF BARBED WIRE
C 6' MAX. )
EXIST, GROUND
EXIST, GROUND 2 2 2
�1
N
W_
J
III=I =I I =I I -III—III—III—III—III—III=III=III=I I III —III—
OVERBURDEN = OVERBURDEN
FLOOR GRADED
2'
TO DRAIN INT❑
THE PIT
J
LJ F__
LO V)
—
~ 0 STEEL POST � 0-T❑P
OF ROCK
GENERAL NOTES: FILTER FABRIC
FENCE FABRIC SHALL BE A MINIMUM OF I
OVERBURDEN EXCAVATION AREA TYPICAL SECTION
32' IN WIDTH AND SHALL HAVE A ' W 32' MIN.
30 —III—_III-
MINIMUM OF 6 LINE WIRES WITH 12' J FILTER FAII11
NTS
STAY SPACING.
_
FILTER FABRIC SHALL BE MIRAFI 100 �` a
ZR
FABRIC OR EQUIVALENT, BURLAP o
CANN❑T BE USED WHERE SILT FENCE IS if NT❑
REMAIN F❑R A PERI❑D ❑F M❑RE THAN
30 DAYS. I -III III� III=III=III=III=III=III=III=III
=III..
STEEL POSTS SHALL BE 5'-0' IN HEIGHT ANCHOR SKIRT MINIMUM ❑F 6'
3I
AND BE OF THE SELF -FASTENER ANGLE
L6#
STEEL TYPE.
A 1
j
TURN SILT FENCE UP SLOPE AT ENDS.
POST4'HMAR'DE
WHEN FABRIC IS USED WITH WIRE MESH 8'
CENTERED POSTS MAY BE USED,
REMOVE SEDIMENT WHEN 12 INCHES DEPTH
SILT FENCE SILT FENCE
OF SEDIMENT HAS ACCUMULATED,
H
HARDWARE CLOTH BETWEEN POSTS
HARDWARE CLOTH AND SILT FENCE
TEMPORARY SILT FENCE
NOTE: TO BE BURIED MINIMUM OF 1'
STRUCTURAL STONE SHALL BE CLASS "B" STONE A
FOR EROSION CONTROL PURPOSES. TOP VIEW
SEDIMENT CONTROL STONE SHALL BE
NO. 57 OR NO. 57 STONE.
2'
POST
SILT FENCE
& POST
HARDWARE CLOTH
3' MINIMUM
TOP OF BERM ELEVATI❑N, 705,0
2
SEDIMENT
CONTROL 1'-6"
STONE MIN. SILT - 1 SILT
�
�I FENCE FENCE
=111=111=1 =_—_ 2
3'
MAX.
___
1_=1 I I-1 I I —I I I —I I I —I 1 2 � z I —I I I —=I � I —III —I I I —I I El 11-1 I I —I
-Ti-I 11-1 11=1 I I -III- f 1� 1=1 11=1 11=1 I I III III III III III I
�
'-
=1-
;i�1 _ 6 —1 Ili
I _ _ = 111—I1
�
STRUCTURAL
STONE
=1 I I -III —III —III —III —III —III -I I 1-1
El
111 I II I II I II I II I II I II I' I
SECTI❑N 'A -A' FRONT VIEW
NOTES:
1. USE DIMENSIONS SHOWN ABOVE UNLESS NOTED OTHERWISE.
2. A MINIMUM 0.5% CHANNEL SLOPE SHALL BE MAINTAINED FOR THE CHANNEL DRAINING
INTO THE PIT.
3. THE DIVERSION BERM SHALL BE USED TO DIVERT RUNOFF INTO THE PIT. STABILIZE
THE BERM WITH A VEGETATIVE GROUNDCOVER IMMEDIATELY AFTER CONSTRUCTION.
SILT FENCE STONE OUTLET
NTS
OVERBURDEN EXCAVATION DIVERSION BERM
EASTERN OVERBURDEN EXCAVATION
CONSTRUCTION SEQUENCE
MATERIAL STORAGE AREA 08-22 CONSTRUCTION SEQUENCE
NOTE: DO NOT EXCAVATE THE OVERBURDEN UNTIL THE DIVERSION BERM HAS BEEN CONSTRUCTED.
1. INSTALL ROCK DAM 22-2, SILT FENCE, SILT FENCE OUTLETS, AND THE TEMPORARY DIVERSION
1.
INSTALL THE ORANGE SAFETY FENCING ALONG THE EDGE OF THE STREAM BUFFER
DITCH IN THE AREA DOWNSTREAM OF THE PROPOSED MATERIAL STORAGE AREA CONSTRUCTION.
2.
BEGIN EXCAVATION OF THE CHANNEL AND THE CONSTRUCTION OF THE DIVERSION BERM AT THE PIT AND PROCEED EAST
2. BEGIN PLACING FILL MATERIAL IN THE PROPOSED STORAGE AREA. DIVERT ALL DISTURBED AREAS
THROUGH THE EXISTING OVERBURDEN STORAGE BERM. KEEP ALL DISTURBED AREAS DRAINING INTO THE PIT AT ALL TIMES.
POSSIBLE INTO THE EROSION CONTROL MEASURES. TEMPORARY DIVERSION DITCHES MAY HAVE TO
BE REGRADED AS THE FILL PLACEMENT PROCEEDS. THE TOP OF THE FILL AREA SHOULD BE
3.
INSTALL THE SILT FENCE ALONG THE EDGE OF THE PROPOSED DISTURBED AREA. CLEAR THE EXISTING TREES AS
SLOPED TO DRAIN TO THE SOUTH AT ALL TIMES.
NECESSARY TO ALLOW FOR THE INSTALLATION OF THE SILT FENCE AND THE PROPOSED DIVERSION BERM.
3. CONSTRUCT THE PERMANENT SLOPE BENCH AND RIPRAP CHANNEL ADJACENT TO THE MATERIAL
11C,gR0C
4.
INSTALL THE DIVERSION BERM AND ASSOCIATED DIVERSION CHANNEL AS SHOWN ON THE MINE MAP.
STORAGE AREA AS SOON AS POSSIBLE TO PREVENT SLOPE EROSION.
�•��\\�N
5.
BEGIN CLEARING OF THE OVERBURDEN REMOVAL AREA. KEEP ALL DISTURBED AREAS DRAINING INTO THE PIT AT ALL TIMES.
4. STABILIZE THE NORTH SIDE OF THE STORAGE AREA AS SOON AS POSSIBLE TO REDUCE THE
`0�°°FESS/p
�9�°ate
SEDIMENT LOAD TO THE SILT FENCE.
_ �a^Q��
6.
BEGIN EXCAVATION OF THE OVERBURDEN. INSTALL HIGH WALL PROTECTION ALONG THE TOP OF THE CUT SLOPE AS THE
SEAL =_
CUT WALL FACE IS SHIFTED.
5. STABILIZE THE OUTSIDE SLOPES WITH VEGETATION AS SOON AS THE AREA IS BROUGHT TO GRADE.
_=
- 16883 -
7.
MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE ACCUMULATED SEDIMENT, AND REPAIR AND
DAMAGE TO THE DIVERSION BERM, DITCHES, AND SILT FENCE.
6. MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE ACCUMULATED
��� •°°FNGINE.���
SEDIMENT, AND REPAIR AND DAMAGE TO THE DIVERSION DITCHES, ROCK DAMS, OR SEDIMENT
8.
ONCE THE OVERBURDEN EXCAVATION REACH THE LIMITS, STABILIZE THE SLOPES PER THE RECLAMATION DETAIL AND
BASINS.°•.•..•••���`�.
� SLE`(
Do( by: i1111
SEEDING SPECIFICATIONS.
7. ONCE THE FILL PLACEMENT IS COMPLETED AND ALL AREAS STABILIZED, REMOVE THE EROSION
1 1 i i i 1 � `����
W�Qe� ��. 2-25-22
[ODOMF6BA648B
9.
ONCE THE EXPANSION IS COMPLETED AND ALL AREAS STABILIZED REMOVE THE SILT FENCE AND STABILIZE THE IMPACTED
CONTROL MEASURES AND STABILIZE THE IMPACTED AREAS. ROCK DAM RD22-2 MAY NEEED TO
AREAS. THE DIVERSION BERM SHALL REMAIN IN PLACE TO KEEP RUNOFF DIVERTED INTO THE PIT.
STAY IN PLACE IF THE NORTHWEST PIT EXPANSION HAS NOT BEEN COMPLETED.
alley, williams, carmen, & king, inc.
CLEAR
CREEK QUARRY 2022 MINE PERMIT MODIFICATION
REVISION No.
DESCRIPTION
DATE
INITIAL
SCALE
DAB' 12�17�21
JOB "°� 11523
1
ADDED BERM SEQUENCE, SILT
2�25�22
GWW
PLAN:
RAWOWN BY:
RCC
CONSULTING ENGINEERS
FIRM LICENSE F-0203
VULCAN CONSTRUCTION MATERIALS, L.P.
PROFILE
DETAILS
SHEET NO.
5
CHECKED BY:
#
HORIZ.:
GWW
120 SOUTH MAIN STREET P.O. BOX 1248
COUNTYC NORTH CAROLINA
DWG No.:11523
ART"
KANNAPOLIS, INCECKLENBURG
28082 704/938-1515
,
DET\SHEET22 SHEET6
OF. 6

TRAPEZOIDAL RIPRAP CHANNEL
L APPROVED FILTER FABRIC
DIMENSI❑NS SHOWN IN CHART D❑ (MIRAFI 60OX OR EQUAL)
NOT INCLUDE UNDERCUT FOR
LINING AND FILTER MATERIAL.
NOTE: BOTTOM WIDTH =0' IS A VEE DITCH,
RIPRAP CHANNEL
C❑NSTRUCTI❑N SPECIFICATI❑NS
1. CLEAR THE F❑UNDATI❑N AREA OF TREES, STUMPS, ROOTS, LOOSE
ROCK, AND OTHER ❑BJECTI❑NABLE MATERIAL,
2. EXCAVATE THE CROSS SECTI❑N TO THE LINES AND GRADES OF THE
F❑UNDATI❑N OF THE LINER AS SHOWN ON THE PLANS. BRING OVER -
EXCAVATED AREAS TO GRADE BY INCREASING THE THICKNESS OF THE
LINER OR BY BACKFILLING WITH M❑IST S❑IL COMPACTED TO THE
DENSITY OF THE SURR❑UNDING MATERIAL,
3. PLACE FILTERS, BEDDINGS, AND F❑UNDATI❑N DRAINS TO LINE AND
GRADE IN THE MANNER SPECIFIED. PLACE FILTER AND BEDDING
MATERIALS IMMEDIATELY AFTER SLOPE PREPARATI❑N. SPREAD
GRANULAR MATERIALS IN A UNIF❑RM LAYER. WHEN MORE THAN ONE
GRADATI❑N IS REQUIRED, SPREAD THE LAYERS S❑ THERE IS MINIMAL
MIXING. FILTER MATERIAL SHOULD C❑NSIST OF AT LEAST 3 INCHES
OF MATERIAL ON ALL SIDES OF THE DRAIN PIPE. THE DRAIN PIPE
C❑NDUIT SHOULD BE A MINIMUM OF 4 INCHES IN DIAMETER.
ACCEPTABLE MATERIALS INCLUDE PERFORATED, C❑NTINU❑US, CL❑SED-
J❑INT C❑NDUITS OF CLAY, CONCRETE, METAL, PLASTIC, OR OTHER
SUITABLE MATERIAL.
4. PERFORM ALL CHANNEL C❑NSTRUCTI❑N TO KEEP ER❑SI❑N AND WATER
P❑LLUTI❑N TO A MINIMUM. IMMEDIATELY UPON C❑MPLETI❑N OF THE
CHANNEL, VEGETATE ALL DISTURBED AREAS OR ❑THERWISE PROTECT
THEM AGAINST S❑IL ER❑SI❑N. WHERE CHANNEL C❑NSTRUCTI❑N WILL
TAKE LONGER THAN 30 DAYS, STABILIZE CHANNELS BY REACHES.
MAINTENANCE
INSPECT CHANNELS AT REGULAR INTERVALS AS WELL AS AFTER MAJOR
RAINS, AND MAKE REPAIRS PROMPTLY. GIVE SPECIAL ATTENTI❑N TO THE
OUTLET AND INLET SECTI❑NS AND OTHER P❑INTS WHERE CONCENTRATED
FLOW ENTERS, CAREFULLY CHECK STABILITY AT ROAD CR❑SSINGS AND
LOOK FOR INDICATI❑NS OF PIPING, SCOUR HOLES, OR BANK FAILURES.
MAKE REPAIRS IMMEDIATELY, MAINTAIN ALL VEGETATI❑N ADJACENT TO
THE CHANNEL IN A HEALTHY, VIG❑R❑US C❑NDITI❑N TO PROTECT THE AREA
FROM ER❑SI❑N AND SCOUR DURING OUT -OF -BANK FLOW,
DITCH NO
B❑T, WIDTH
DEPTH
SLOPE
99-4
6'
1, 5'
16. 67%
DITCH
H
WIDTH
TYPE
01-4
1.5
0
22"
Class II
Ri
ra
01-6
1.5
2
22"
Class II
Ri
ra
01-10
1.5
0
22"
Class II
Ri
ra
01-13
1.5
2
22"
Class II
Ri
ra
22-1
1.5
3
22"
Class II
Ri
ra
TRAPEZOIDAL GRASS CHANNEL
%A/
GRASS LINED CHANNELS
C❑NSTRUCTI❑N SPECIFICATI❑NS
1, REMOVE ALL TREES, BRUSH, STUMPS, AND OTHER ❑BJECTI❑NABLE
MATERIAL FROM THE F❑UNDATI❑N AREA AND DISP❑SE OF PROPERLY.
2, EXCAVATE THE CHANNEL AND SHAPE IT TO NEAT LINES AND
DIMENSI❑NS SHOWN ON THE PLANS PLUS A 0,2-FT ❑VERCUT AROUND
THE CHANNEL PERIMETER TO ALLOW FOR BULKING DURING SEEDBED
PREPARATI❑NS AND SOD BUILDUP.
3, REMOVE AND PROPERLY DISP❑SE OF ALL EXCESS S❑IL S❑ THAT
SURFACE WATER MAY ENTER THE CHANNEL FREELY.
4, THE PROCEDURE USED TO ESTABLISH GRASS IN THE CHANNEL WILL
DEPEND UPON THE SEVERITY OF THE C❑NDITI❑NS AND SELECTI❑N OF
SPECIES. PROTECT THE CHANNEL WITH MULCH OR A TEMPORARY
LINER AS NOTED ON THE PLANS TO WITHSTAND ANTICIPATED
VEL❑CITIES DURING THE ESTABLISHMENT PERI❑D.
MAINTENANCE
DURING THE ESTABLISHMENT PERI❑D, CHECK GRASS -LINED CHANNELS AFTER
EVERY RAINFALL. AFTER GRASS IS ESTABLISHED, PERI❑DICALLY CHECK
THE CHANNEL; CHECK IT AFTER EVERY HEAVY RAINFALL EVENT.
IMMEDIATELY MAKE REPAIRS. IT IS PARTICULARLY IMP❑RTANT TO CHECK
THE CHANNEL OUTLET FOR BANK STABILITY AND EVIDENCE OF PIPING OR
SCOUR HOLES. REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATI❑NS TO
MAINTAIN THE DESIGNED CARRYING CAPACITY.
DITCH NO
B❑T, WIDTH
DEPTH
SLOPE
99-1
3'
1. 5'
5, 07
99-2
3'
1. 5'
7.707
99-3
3'
1. 5'
2, 50%
DITCH
H
WIDTH
TEMPORARY LINING
01-5
1.5
0
Straw wl Tack
01-11
1.5
0
Straw w Tack
01-12A
1.5
2
Straw wl Tack
01-12B
1.5
2
Straw w Tack
INTERI❑R
OF LOT
60' 10' 60'
12' CPP PERMANENT
SLOPE DRAIN
0
30'
TYPICAL EARTHEN SCREEN SECTION
20' MINIMUM TO HIGHWALL BARRIER
HIGHWALL BARRIER
PIT WALL
DIST VARIES 15' 50'
WITH 21 1 SLOPE
SLOPE TO MINE SITE -�
z
SLOPE BENCH TO BERM
25' AT 10i 1
20' MINIMUM TO HIGHWALL BARRIER
HEIGHT VARIES
WITH 211 SLOPE
30' MAX _�--HIGHWALL BARRIER
TYPICAL OVERBURDEN STORAGE SECTION WITH BENCH
N. T. S.
NOTES: -'PIT WALL
1. SLOPE TOP OF BERM TOWARDS EXISTING GROUND, MIN 1% SL❑PE,
2. PR❑VIDE DIVERSI❑N DITCH TO PERMANENT SLOPE DRAINS.
3. SLOPE DRAINS TO BE INSTALLED AS SHOWN ON PLANS.
4. MAX. SIDE SLOPE TO BE 2: 1.
5. SEE PERMANENT SLOPE DRAIN DETAIL FOR C❑NSTRUCTI❑N N❑TES,
6. PR❑VIDE A GR❑UNDC❑VER ON THE EXTERI❑R SLOPES WITHIN 30 DAYS OF C❑NSTRUCTI❑N,
AT THE TIME THAT AN ACTIVE FACE
BECOMES A DEAD WALL, INFORMATION
WILL BE SUPPLIED IN SUPPORT OF
THE DETERMINATION OF FINAL SLOPES
FOR UNCONSOLIDATED MATERIAL.
SAFETY BENCHES
20' TYP.
12°
TYP.
80' TYP.
30' TYP.
8 0' T
30
j
TYPICAL PIT CROSS SECTION
4' HIGH FENCE
i I
TYPICAL RECLAMATION
PIT CROSS SECTION
CONSTRUCTION SEQUENCE
WEST BERM #1
1. INSTALL ROCK DAM RD 01-12 AND SEDIMENT BASIN ST 01-13.
2. INSTALL GRASS TRAPEZOIDAL CHANNEL #01-12A AND TEMPORARY DIVERSIONS ALONG THE
PERIMETER OF THE BERM CONSTRUCTION AREA.
3. CONSTRUCT BERM IN ACCORDANCE WITH BERM SECTION AS SHOWN ON EARTHEN SCREEN DETAIL.
4. UPON ACHIEVING PROPER SECTION, SURFACE ROUGHEN, SEED, FERTILIZE, LIME AND MULCH IN
ACCORDANCE WITH SEEDING SPECIFICATIONS.
WEST BERM #2
1. INSTALL SEDIMENT BASINS ST 01-14, ST 01-15, AND ST 01-16.
2. INSTALL RIPRAP TRAPEZOIDAL DITCH #01-13 AND TEMPORARY DIVERSIONS ALONG THE PERIMETER
OF THE BERM CONSTRUCTION AREA.
3. CONSTRUCT BERM IN ACCORDANCE WITH BERM SECTION AS SHOWN ON EARTHEN SCREEN DETAIL.
4. UPON ACHIEVING PROPER SECTION, SURFACE ROUGHEN, SEED, FERTILIZE, LIME AND MULCH IN
ACCORDANCE WITH SEEDING SPECIFICATIONS.
1. ENSURE SEDIMENT BASIN 99-1 HAS ADEQUATE SEDIMENT STORAGE.
2. INSTALL SEDIMENT BASIN ST 01-17.
3. INSTALL TEMPORARY DIVERSIONS ALONG THE PERIMETER OF THE BERM CONSTRUCTION AREA.
4. CONSTRUCT BERM IN ACCORDANCE WITH BERM SECTION AS SHOWN ON EARTHEN SCREEN DETAIL.
5. UPON ACHIEVING PROPER SECTION, SURFACE ROUGHEN, SEED, FERTILIZE, LIME AND MULCH IN
ACCORDANCE WITH SEEDING SPECIFICATIONS.
CLEAR CREEK QUARRY
MECKLENBURG COUNTY
REVEGETATI❑N PLAN
SPRING - FALL - WINTER SEED MIXES
SPRING RATE MARCH - JUNE
Rye Grain
Tall Fescue
Switchgrass
Va 70 Shrub Lespedeza
Sericea Lespedeza
Or Red Clover
Hulled Common Bermuda Grass
Or Weeping Love Grass
15 - 20 lbs, per acre
40 - 80 lbs. per acre
8
lbs.
per
acre
20
lbs.
per
acre
15 - 20
lbs,
per
acre
8 - 14
lbs,
per
acre
4
lbs.
per
acre
2 - 4
lbs.
per
acre
FALL RATE (MID) AUGUST - ❑CT❑BER
Rye Grain
Tall Fescue
Sericea Lespedeza (Unscarified)
❑rchard Grass
White Clover
WINTER RATE N❑VEMBER - FEBRUARY
40 lbs. per acre
80 lbs. per acre
40 lbs. per acre
30 lbs. per acre
5 lbs. per acre
Rye Grain 40 lbs. per acre
Unhulled Bermuda Grass 10 lbs, per acre
Unscarified Sericea Lespedeza 30 lbs. per acre
Tall Fescue 80 lbs. per acre
FERTILIZER ALL SEASONS
10 - 20 - 20 1500 lbs, per acre
Lime 4000 lbs. per acre
Mulch 70 bales per acre
Mulch to be anchored by one of the following methodsi
1. Crimping with mulch anchoring tool; or
2. Tack with asphalt emulsion - 400 gal. per acre
Imo'
BERM TO BE CONSTRUCTED OF
EARTH OR BOULDERS
TEMPORARY HIGHWALL BERM
3 STRANDS OF 4 PT.
BARBED WIRE
5'
DIA.
/
WOOD
POST
(U
M
ro
A A
30 0 M
PLAN
SECTI❑N A -A
NOTES,
1. La IS THE LENGTH OF THE RIPRAP
APRON,
2. d = 1.5 TIMES THE MAXIMUM
STONE DIAMETER BUT NOT LESS
THAN 6'
3. IN A WELL DEFINED CHANNEL EX-
TEND THE APRON UP THE CHANNEL
BANKS TO AN ELEVATION OF 6'
ABOVE THE MAXIMUM TAILWATER
DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER
FABRIC SHOULD BE INSTALLED
BETWEEN THE RIPRAP AND SOIL
FOUNDATION.
OUTLET
PROTECTION DETAIL
OUTLET PROTECTION
C❑NSTRUCTI❑N SPECIFICATI❑NS
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS
THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT
ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE
SURR❑UNDING UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE
ON UNDISTURBED S❑IL MAY ALSO BE FILLED BY INCREASING THE
RIPRAP THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED
GRADING LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND
BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING
INSTALLATI❑N. REPAIR ANY DAMAGE BY REM❑VING THE RIPRAP AND
PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA.
ALL C❑NNECTING J❑INTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF
THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AV❑ID
DAMAGING THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE
MAXIMUM STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD
BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND WELL GRADED.
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO ❑VERFALL AT THE
END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL
WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING
STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A
CURVE IS NEEDED TO FIT SITE C❑NDITI❑NS, PLACE IT IN THE
UPPER SECTI❑N OF THE APRON.
9. IMMEDIATELY AFTER C❑NSTRUCTI❑N, STABILIZE ALL DISTURBED
AREAS WITH VEGETATI❑N.
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY
ER❑SI❑N AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES
HAVE BEEN DISL❑DGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO
PREVENT FURTHER DAMAGE.
PIPE
RIPRAP TYPE
LENGTH La
WIDTH W
01-1
22"
Class II
Ri
ra
22'
26'
01-2
18"
Class
I Ri
ra
13'
15'
01-3
18"
Class
I Ri
ra
16'
19'
01-4
18"
Class
I Ri
ra
16'
19'
PSD
22"
Class II
Rip
ra
10'
12'
RSB-01-
8 22"
Class II
Rip
ao
20'
1 24'
OVERBURDEN STORAGE AREA CONSTRUCTION SEQUENCE
1. INSTALL ALL SEDIMENT BASINS, ROCK DAMS, RISER BASINS AND TEMPORARY DIVERSION CHANNELS
IN THE AREA DOWNSTREAM OF THE PROPOSED BERM CONSTRUCTION. ONE BERM SHOULD BE
COMPLETED PRIOR TO BEGINNING CONSTRUCTION IN ANOTHER AREA. ONCE THE EROSION CONTROL
MEASURES ARE CONSTRUCTED, THE FOOTPRINT OF THE BERM MAY BE CLEARED.
2. BEGIN PLACING FILL MATERIAL IN THE PROPOSED STORAGE AREA. DIVERT ALL DISTURBED AREAS
POSSIBLE INTO THE EROSION CONTROL MEASURES. PERMANENT CULVERTS AND OUTLET PROTECTION
SHOULD BE CONSTRUCTED AT THIS TIME. TEMPORARY DIVERSION DITCHES MAY HAVE TO BE REGRADED
AS THE FILL PLACEMENT PROCEEDS.
3. CONSTRUCT THE PERMANENT SLOPE DRAINS AND OUTLET PROTECTION AS SOON AS POSSIBLE TO
PREVENT SLOPE EROSION. INSTALL DIVERSION DITCHES ALONG THE TOP OF ALL FILL SLOPES TO
DIVERT RUNOFF TO THE SLOPE DRAINS OR NATURAL GROUND. DIVERT RUNOFF INTO THE PIT WHERE
POSSIBLE.
4. STABILIZE THE OUTSIDE SLOPES WITH VEGETATION AS SOON AS THE AREA IS BROUGHT TO GRADE.
FINAL DITCH STABILIZATION SHOULD BE CONSTRUCTED AT THIS TIME.
5. MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE ACCUMULATED
SEDIMENT, AND REPAIR AND DAMAGE TO THE DIVERSION DITCHES, ROCK DAMS, OR SEDIMENT BASINS.
6. ONCE THE FILL PLACEMENT IS COMPLETED AND ALL AREAS STABILIZED, REMOVE THE EROSION
CONTROL MEASURES AND STABILIZE THE IMPACTED AREAS.
MEASURES TO BE INSTALLED FOR EACH BERM
NORTHEAST WEST BERM WEST BERM SOUTH BERM
BERM #1 #2 EXTENSION
ST 01-4 RD 01-12 ST 01-14 ST 01-17
ST 01-5 ST 01-13 ST 01-15
ST 01-6 ST 01-16
RD 01-7
ST 01-8
ST 01-9
RD 01-10
RD 01-11
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DocuSigned by: 11/, FSLE`(.• \\\`
2-25-22
3A0DOMF6BA648B...
alley, williams, carmen, & king, inc.
CLEAR CREED QUARRY 2022 MINE PERMIT MODIFICATION REVISION No. DESCRIPTION DATE INITIAL SCALE DRIL:AW 12/17/21 JOB NO. 11523
CONSULTING ENGINEERS 1 ADDED RIPRAP DITCH, REMOVED 2/25/22 PV'"' DRAWN BY: BERM DATA RCC SHEET NO.
FIRM LICENSE # F-0203 VULCAN CONSTRUCTION MATERIALS, L.P. IHORIZ.: PROFILE CHECKED BY: GWW DETAILS 6
MECKLENBURG COUNTY 1523
120 SOUTH MAIN STREET P.O. BOX 1248 DWG No.:1
KANNAPOLIS, INC 28082 704/938-1515 � NORTH CAROLINA ART" DET\SHEET22 SHEET4 I I OF: 6