Alamance Aggregate Mine App - Plans 092418

ALAMANCE QUARRY & CONSTRUCTION
MATERIALS
SHEET INDEX
LOCATION MAP
SITE DEVELOPER/OWNER
615 St. George Square
Suite 300
Winston-Salem, NC 27106
336-842-4065
C#0430
labellapc.com
ALAMANCE AGGREGATES, LLC
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:11 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C101
EXISTING CONDITIONS
GENERAL NOTES
1.EXISTING SITE FEATURES, TOPOGRAPHY, AND PROPERTY DATA FROM INFORMATION PROVIDED BY COE FORESTRY AND
SURVEYING. ALSO, SITE PLAN INFORMATION OBTAINED FROM DRAWING SEALED BY CHRISTOPHER FAULK, PLS DATED
1/10/18.
2.OBTAIN ALL APPLICABLE PERMITS AND PLAN APPROVALS PRIOR TO BEGINNING WORK
3.CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING FEATURES PRIOR TO START OF CONSTRUCTION. CALL 811.
ANY DISCREPANCY IN LOCATION, SIZE, OR DESCRIPTION OF EXISTING FEATURES SHOWN ON THE PLANS SHALL BE
BROUGHT TO THE ATTENTION OF THE ENGINEER IMMEDIATELY.
4.THE CONTRACTOR WILL BE REQUIRED TO DO ALL WORK NECESSARY TO PROVIDE SUITABLE CONNECTIONS WITH ALL
ROADS, STORM DRAINS, AND UTILITIES ENTERING THIS PROJECT.
5.NO SUBSURFACE INVESTIGATIONS OF DETERMINATION HAS BEEN MADE BY THE ENGINEER. THE CONTRACTOR SHOULD
MAKE HIS OWN INVESTIGATION AS TO THE SUBSURFACE CONDITIONS.
6.CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING, RELOCATING, AVOIDING, AND PROTECTING ALL EXISTING UTILITIES
AND FEATURES ON SITE.
7.PRIOR TO FINAL ACCEPTANCE THE CONTRACTOR SHALL ULTIMATELY BE RESPONSIBLE FOR CORRECTING OR SEEING TO
THE CORRECTION OF ALL PROBLEMS ASSOCIATED WITH THE PROJECT. INCLUDING THOSE ITEMS NOT NECESSARILY
COVERED BY THE PLANS, TO ENSURE THE SATISFACTORY COMPLETION OF THE TOTAL PROJECT.
8.CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE REMOVAL AND/OR RELOCATION OF ANY EXISTING
UTILITY POLES, GUY WIRES, AND/OR ANY OTHER EXISTING FEATURES AS REQUIRED.
9.CONTRACTOR MUST CONSTRUCT ALL WORK UNDER THE SUPERVISION OF A QUALIFIED GEOTECHNICAL FIRM.
10.ALL WORKMANSHIP AND MATERIALS TO CONFORM WITH NCDOT SPECIFICATIONS AND DRAWINGS UNLESS OTHERWISE
NOTED.
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:11 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C201
MINE MAP
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:12 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
PLANT AND
STOCKPILE PLAN
C202
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:12 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C203
MINE PLAN
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:12 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C204
RECLAMATION PLAN
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:12 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C301
OVERALL
SEDIMENTATION &
EROSION CONTROL
PLAN
EROSION CONTROL SEQUENCE NOTES
1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL AND PERMIT.
2. CONTACT EROSION CONTROL INSPECTOR TO ESTABLISH A PRE CONSTRUCTION CONFERENCE AND INSPECTION
SCHEDULE.
SELF INSPECTION-----EFFECTIVE OCTOBER 1, 2010, PERSONS CONDUCTING LAND-DISTURBING ACTIVITIES,
LARGER THAN ONE (1) ACRE MUST INSPECT THEIR PROJECT AFTER EACH PHASE OF THE PROJECT, AND DOCUMENT
THE INSPECTION IN WRITING ON APPROVED FORMS,
THE PHASES ARE AS FOLLOWS:
1. INSTALLATION OF PERIMETER EROSION AND SEDIMENT CONTROL MEASURES.
2. CLEARING AND GRUBBING OF EXISTING GROUND COVER.
3. COMPLETION OF ANY PHASE OF GRADING OF SLOPES OR FILLS.
4. INSTALLATION OF STORM DRAINAGE FACILITIES.
5. COMPLETION OF CONSTRUCTION OF DEVELOPMENT.
6. ESTABLISHMENT OF PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN EROSION.
3.CLEAR SITE ONLY AS NECESSARY TO INSTALL INITIAL EROSION CONTROL MEASURES AS FOLLOWS:
A.TEMPORARY CONSTRUCTION ENTRANCE/EXIT AT CLARK ROAD.
B.THIS SITE HAS TEMPORARY SKIMMER BASINS AND SEDIMENT BASINS AS SHOWN.
C.TEMPORARY DIVERSION BERMS
D.TEMPORARY SILT FENCING AND STONE OUTLETS
E.SEED EMBANKMENTS AND DISTURBED AREAS OF DEVICES (INCLUDING "CLEAN" WATER DIVERSION) UPON
COMPLETION OF CONSTRUCTION. SEE GROUND STABILIZATION CRITERIA BELOW FOR MORE INFORMATION.
4.BEGIN CLEARING, GRUBBING, AND STRIPPING OF SITE AS REQUIRED.
EARTHEN-MATERIAL STOCKPILES ON-SITE FOR LATER DISTRIBUTION AND/OR REMOVAL. AREAS DEDICATED FOR
MANAGEMENT OF LAND CLEARING AND DEMOLITION DEBRIS, CONSTRUCTION AND DOMESTIC WASTE, AND
HAZARDOUS OR TOXIC WASTE SHALL BE LOCATED AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS AND
SURFACE WATERS (UNLESS IT CAN BE SHOWN THAT NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE), AND
WITHIN AREAS PROTECTED BY EROSION CONTROL MEASURES.
5.BEGIN SITE GRADING. MAINTAIN EROSION CONTROL DEVICES IN ACCORDANCE WITH THE MAINTENANCE PLAN.
INSTALL ADDITIONAL EROSION CONTROL MEASURES AS REQUIRED.
6.INSTALL STORM DRAINAGE SYSTEM AND UTILITIES. STORM PIPING MUST BE INSTALLED TO THE POINT WHERE IT
ENTERS EACH DEVICE. COMPLETION OF PIPING WILL ONLY BE ALLOWED ONCE THE SITE HAS BEEN DEEMED STABLE BY
THE EROSION CONTROL INSPECTOR. INSTALL PROTECTION AROUND ALL INLETS AS STORM DRAIN SYSTEM IS
INSTALLED.
7.PRIOR TO THE CONTRACTOR DEMOBILIZING FROM THE SITE (AT APPROXIMATELY 45 DAYS PRIOR TO
DEMOBILIZATION), THE FINANCIAL RESPONSIBLE PARTY (OR THEIR DESIGNEE) WILL NOTIFY THE ENGINEER AND THE
DESIGNATED EROSION CONTROL INSPECTOR OF THEIR ANTICIPATED DATE TO LEAVE THE SITE. AN ON-SITE
INSPECTION WILL BE CONDUCTED PRIOR TO THE LEAVE DATE BY THE ENGINEER AND/OR THE DESIGNATED EROSION
CONTROL INSPECTOR TO MAKE CERTAIN ALL ACTIONS ITEMS HAVE BEEN ADDRESSED BY THE CONTRACTOR.
8.CONTINUE TO MAINTAIN EROSION CONTROL MEASURES UNTIL VEGETATIVE COVER HAS BEEN ESTABLISHED
OVER ALL DISTURBED AREAS AND SITE HAS BEEN STABILIZED. REMOVE EROSION CONTROL MEASURES ONLY
AFTER FINAL INSPECTION AND APPROVAL BY ENGINEER.
EROSION CONTROL MAINTENANCE PLAN (CONTRACTOR MUST INCLUDE MAINTENANCE IN BASE BID)
1. INSPECT ALL SEDIMENTATION AND EROSION CONTROL DEVICES FOR STABILITY AND FUNCTION EACH WEEK
AND FOLLOWING EACH RAINFALL EVENT.
2.REMOVE SILT/SEDIMENT FROM TEMPORARY DEVICES WHEN ACCUMULATED VOLUME HAS REACHED 50%
CAPACITY.
3.REMOVED ACCUMULATED SILT/SEDIMENT FROM BEHIND TEMPORARY SEDIMENT FENCE WHEN DEPTH
EXCEEDS APPROXIMATELY 0.5'. REPAIR AND REPLACE SILT FENCE AS NECESSARY.
4.SEED AND STABILIZE TEMPORARY DIVERSION BERMS IMMEDIATELY AFTER CONSTRUCTION INCLUDING
“CLEAN” WATER DIVERSION BERMS. RE-GRADE/REPAIR BERMS AS REQUIRED.
5.CONTRACTOR SHALL APPOINT AN ON-SITE INSPECTOR AND MAINTAIN RECORDS OF INSPECTIONS IN
ACCORDANCE WITH THE PROVISION OF THE GENERAL NPDES STORMWATER DISCHARGE PERMIT FOR
CONSTRUCTION ACTIVITIES.
TOTAL DISTURBED AREA = 83.52 ACRES
DETAILED CONSTRUCTION SEQUENCE
1.CONSTRUCT THE TEMPORARY SURGE STONE CONSTRUCTION ENTRANCE/EXIT OFF CLARK ROAD.
2.INSTALL SILT FENCE AND STONE OUTLETS FROM CLARK ROAD TO THE SOUTH SIDE OF THE STREAM
LOCATED AT 16+87. SILT FENCE TO BE LOCATED ON BOTH SIDES OF THE ROAD AND SOUTH BANKS OF
THE STREAM.
3.INSTALL SKIMMER BASIN 6 AND SKIMMER BASIN 7 AND THEIR ASSOCIATED TEMPORARY DIVERSION
DITCHES AND SLOPE DRAIN (IF CALLED FOR).
4.INSTALL IMPERVIOUS CLEAN WATER DIKE AND BYPASS PUMPING SYSTEM AS SHOWN ON SHEET C402.
INSTALL THE PERMANENT 54" PIPE AND ENDWALLS AT STATION 16+87.
5.APPLY 10" STONE BASE LAYER TO ENTRANCE ROAD AND COMPACT.
6.BACKFILL, PREPARE SLOPES AND OTHER DISTURBED AREAS AND STABILIZE.
7.INSTALL SILT FENCE AND STONE OUTLETS ALONG NORTH SIDE OF THE STREAM.
8.INSTALL SILT FENCE AND STONE OUTLETS AROUND THE EXISTING STREAM BUFFER AND PROPERTY
BOUNDARY (WHERE DENOTED ON PLANS). INSTALL SKIMMER BASINS 4, 5, 13, 11, 3, 2, 1, 12, 8, AND
10 AND THEIR ASSOCIATED TEMPORARY DIVERSION DITCHES AND SLOPE DRAINS (IF CALLED FOR).
9.PLACE ALL SILT FENCE AND STONE OUTLETS DOWN SLOPE OF ALL PROPOSED BERMS.
10.BEGIN GRADING THE INITIAL MINE AREA, MOVE AND PLACE MATERIAL FOR BERMS. PLACE AND
COMPACT MATERIAL FOR PLANT AND STOCKPILE AREA. ALL BERMS SHALL BE CONSTRUCTED AND
STABILIZED WITHIN 1 YEAR OF STARTING MINING ACTIVITIES.
11.CONSTRUCT TAILINGS PONDS BEFORE MINING OPERATION BEINGS.
12.SEED AND MULCH ALL AREAS THAT ARE NOT COVERED WITH ASPHALT OR STONE.
13.STABILIZE ALL CHANNELS AND SLOPES WITH MATTING AS NOTED ON THE PLANS.
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:13 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C302
SKIMMER BASIN
GRADING
SKIMMER BASIN #1
BOTTOM BASIN ELEVATION: 564.00
WATER LEVEL ELEVATION: 567.50
TOP DAM ELEVATION: 569.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 10'
MIN SURFACE AREA: 3114 FT2
MIN VOLUME: 7002 FT3
ORIFICE DIA.: 1.5"
SKIMMER SIZE: 2"
SKIMMER BASIN #2
BOTTOM BASIN ELEVATION: 571.00
WATER LEVEL ELEVATION: 574.50
TOP DAM ELEVATION: 576.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 10'
MIN SURFACE AREA: 2779 FT2
MIN VOLUME: 6246 FT3
ORIFICE DIA.: 1.5"
SKIMMER SIZE: 2"
SKIMMER BASIN #3
BOTTOM BASIN ELEVATION: 572.00
WATER LEVEL ELEVATION: 575.50
TOP DAM ELEVATION: 577.0
TOP DAM WIDTH: 5'
WEIR LENGTH: 14'
MIN SURFACE AREA: 4622 FT2
MIN VOLUME: 10386 FT3
ORIFICE DIA.: 1.75"
SKIMMER SIZE: 3"
SKIMMER BASIN #8
BOTTOM BASIN ELEVATION: 607.00
WATER LEVEL ELEVATION: 610.50
TOP DAM ELEVATION: 611.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 8'
MIN SURFACE AREA: 2298 FT2
MIN VOLUME: 5166 FT3
ORIFICE DIA.: 1.25"
SKIMMER SIZE: 2"
SKIMMER BASIN #11
BOTTOM BASIN ELEVATION: 588.50
WATER LEVEL ELEVATION: 592.00
TOP DAM ELEVATION: 604.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 8'
MIN SURFACE AREA: 7500 FT2
MIN VOLUME: 21116 FT3
ORIFICE DIA.: 2"
SKIMMER SIZE: 5"
SKIMMER BASIN #10
BOTTOM BASIN ELEVATION: 590.00
WATER LEVEL ELEVATION: 593.50
TOP DAM ELEVATION: 595.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 4'
MIN SURFACE AREA: 761 FT2
MIN VOLUME: 1710 FT3
ORIFICE DIA.: 0.75"
SKIMMER SIZE: 2"
SKIMMER BASIN #12
BOTTOM BASIN ELEVATION: 574.00
WATER LEVEL ELEVATION: 577.50
TOP DAM ELEVATION: 579.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 8'
MIN SURFACE AREA: 2079 FT2
MIN VOLUME: 4887 FT3
ORIFICE DIA.: 1.25"
SKIMMER SIZE: 1.5"
SKIMMER BASIN #13
BOTTOM BASIN ELEVATION: 592.00
WATER LEVEL ELEVATION: 595.50
TOP DAM ELEVATION: 597.00
TOP DAM WIDTH: 12'
WEIR LENGTH: 12'
MIN SURFACE AREA: 3735 FT2
MIN VOLUME: 9787 FT3
ORIFICE DIA.: 1.5"
SKIMMER SIZE: 2"
SKIMMER BASIN #4
BOTTOM BASIN ELEVATION: 609.00
WATER LEVEL ELEVATION: 612.50
TOP DAM ELEVATION: 614.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 14'
MIN SURFACE AREA: 4140 FT2
MIN VOLUME: 10953 FT3
ORIFICE DIA.: 1.5"
SKIMMER SIZE: 4"
SKIMMER BASIN #5
BOTTOM BASIN ELEVATION: 597.00
WATER LEVEL ELEVATION: 600.50
TOP DAM ELEVATION: 602.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 6'
MIN SURFACE AREA: 1690 FT2
MIN VOLUME: 3667 FT3
ORIFICE DIA.: 1.25"
SKIMMER SIZE: 1.5"
SKIMMER BASIN #6
BOTTOM BASIN ELEVATION: 604.00
WATER LEVEL ELEVATION: 607.50
TOP DAM ELEVATION: 609.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 6'
MIN SURFACE AREA: 1800 FT2
MIN VOLUME: 4079 FT3
ORIFICE DIA.: 1.25"
SKIMMER SIZE: 1.5"
SKIMMER BASIN #7
BOTTOM BASIN ELEVATION: 604.00
WATER LEVEL ELEVATION: 607.50
TOP DAM ELEVATION: 609.00
TOP DAM WIDTH: 5'
WEIR LENGTH: 8'
MIN SURFACE AREA: 2275 FT2
MIN VOLUME: 5461FT3
ORIFICE DIA.: 1.25"
SKIMMER SIZE: 3"
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:13 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
ENTRANCE ROAD
PLAN AND PROFILE
C303
DRAWING NAME:
DRAWING NUMBER:
DATE:
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DRAWN BY:
REVIEWED BY:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:13 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C304
DRAINAGE AREAS
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:13 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Alamance Mine Plan Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C305
PARKING, STREAM
CROSSING, AND
ENTRANCE ROAD DETAILS
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:15 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Detail Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
TEMPORARY SKIMMER BASIN (1 OF 2)TEMPORARY SKIMMER BASIN (2 OF 2)
SKIMMER DETAIL
NTSNTSNTSNTS
NTSNTS
C 401C401
12
C 401
3
·
·
·
C401
SITE DETAILS
TAILING POND DETAIL
NTSNTSC 401
4
DRAWING NAME:
DRAWING NUMBER:
DATE:
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DRAWN BY:
REVIEWED BY:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:15 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Detail Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C402
SITE DETAILS
PIPE OUTLET TO WELL-DEFINED CHANNEL
C 402
PIPE OUTLET TO FLAT AREA NO WELL-DEFINED CHANNEL
C 402
12
ANTI-SEEP COLLAR
C 402
3
NTSNTSNTSNTS
NTSNTS
PLAN VIEW
SECTION 'A-A'
PLAN VIEW
SECTION 'A-A'
IMPERVIOUS DIKE - STONE AND IMPERVIOUS FABRIC
C 402
4
NTSNTS2' MIN.BASE FLOW +1'
BYPASS PUMPING DETAIL
C 402
5
NTSNTS
DRAWING NAME:
DRAWING NUMBER:
DATE:
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:16 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Detail Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C403
SITE DETAILS
FIXED KNOTTED WIRE FENCING PERIMETER FENCE DETAIL
C 403
BARRIER BERM
C 403 1
2
HAUL ROAD TYP. SECTION
C 403
3
NTSNTS
NTSNTS
NTSNTS
16' WIDE 2:1 SLOPE -
8' HIGH AT TOP 18' BERM TOP
16' WIDE 2:1 SLOPE -
8' HIGH AT TOP50' BERM SECTION(TYP.)TOP OF BERM
LARGE TREE Small Tree Large Shrub
Scientific Name Common Name Scientific Name Common Name Scientific Name Common Name
Pinus Taeda Loblolly Pine Cercis Canadensis Redbud Ilex Vomitoria Yaupon Holly
Chionanthus Virgincus Fringetree Leucothoe Populifolia Florida Leucothoe
Ilex Opaca American Holly Myrica Cerifera Wax Myrtle
SIDE SLOPES 2H:1V
OVERBURDEN SOIL CUT
30.0'4'
SWALE
2'
MIN2.5'
12" CRUSHER RUN OR
CABC STONE
STABILIZE ROAD SIDE DITCHES
WITH 8' WIDTH CURLEX III HIGH
VELOCITY MATTING OR
APPROVED EQUIVALENT.
ACCESSIBLE PARKING AND SIGNAGE DETAILS
C 403
4
NTSNTS
SIDEWALK DETAIL
C 403
5
NTSNTS
CROSSWALK DETAIL
C 403
6
NTSNTS
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
PRELIMI
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:16 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Detail Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C501
EROSION AND
SEDIMENT CONTROL
DETAILS
2:1
SECTION A-A
A
A
AA
RIP RAP OUTLET PROTECTIONCHANNEL PROTECTION
TEMPORARY CONSTRUCTION ENTRANCE
RIP RAP CHANNEL PROTECTION TEMPORARY SEDIMENT FENCE
TEMPORARY BLOCK
AND GRAVEL DROP INLET PROTECTION
INSPECT ALL MULCHES PERIODICALLY, AND AFTER RAINSTORMS TO CHECK
FOR RILL EROSION, DISLOCATION, OR FAILURE. WHERE EROSION IS OBSERVED,
APPLY ADDITIONAL MULCH. IF WASHOUT OCCURS, REPAIR THE SLOPE GRADE,
RESEED, AND REINSTALL MULCH. CONTINUE INSPECTIONS UNTIL VEGETATION
IS FIRMLY ESTABLISHED.
3. TO SECURE THE NET, BURY THE UPSLOPE END IN A SLOT OR TRENCH NO LESS
THAN 6-INCHES DEEP, COVER WITH SOIL, AND TAMP FIRMLY AS SHOWN IN
THIS DETAIL. STAPLE THE NET EVERY 12-INCHES ACROSS THE TOP END AND
AN EVERY 3-FEET AROUND THE EDGES AND BOTTOM. WHERE 2 STRIPS OF
NET ARE LAID SIDE BY SIDE, THE ADJACENT EDGES SHOULD BE OVERLAPPED
3-INCHES STAPLED TOGETHER. EACH STRIP OF NETTING SHOULD ALSO BE
STAPLED DOWN THE CENTER, EVERY 3 FT. DO NOT STRETCH THE NET WHEN
APPLYING STAPLES.
2. START LAYING THE NET FROM THE TOP OF THE CHANNEL OR SLOPE AND
UNROLL IT DOWN THE GRADE. ALLOW NETTING TO LAY LOOSELY ON THE
SOIL BUT WITHOUT WRINKLES-DO NOT STRETCH.
1. APPLY LIME, FERTILIZER AND SEED BEFORE LAYING THE NET OR MAT.
IF OPEN-WEAVE NETTING IS USED, LIME MAY BE INCORPORATED BEFORE
INSTALLING THE NET AND FERTILIZER AND SEED SPRAYED ON AFTERWARD.
PRODUCTS DESIGNED TO CONTROL EROSION SHOULD BE INSTALLED
IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. ANY MAT
OF BLANKET-TYPE PRODUCT USED AS A PROTECTIVE MULCH SHOULD
PROVIDE COVER OF AT LEAST 30% OF THE SURFACE WHERE IT IS APPLIED.END WIDTHINSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND OR BELOW
THE RIPRAP HAS TAKEN PLACE OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED
REPAIRS TO PREVENT FURTHER DAMAGE.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLE
STRAIGHT THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE
UPPER SECTION OF THE APRON.
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE
RIPRAP AT THE DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY
WEATHER-RESISTANT AND WELL GRADED.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM
PUNCHING OR TEARING DURING INSTALLATION. REPAIR ANY DAMAGE BY REMOVING THE RIPRAP
AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING
JOINTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE
FILTER CLOTH.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE
PLANS.
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
SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY
ALSO BE FILLED BY INCREASING THE RIPRAP THICKNESS.SEE SITE PLANPLAN
La
APRON LENGTH
d
APRON
THICKNESS
SECTION A-A
CONSTRUCTION SPECIFICATIONS:
MAINTENANCE:
MAINTENANCE:
INSTALLATION OF NETTING AND MATTING:
ANCHOR METTING IN
A 6 INCH TRENCH.
JOIN STRIPS BY ANCHORING
AND OVERLAPPING
18"
OVERLAP
IN CHANNELS, ROLL OUT STRIPS OF NETTING PARALLEL TO THE
DIRECTION OF FLOW AND OVER THE PROTECTIVE MULCH
STONE PLACEMENT - PLACEMENT OF RIPRAP SHOULD FOLLOW IMMEDIATELY AFTER PLACEMENT OF THE
FILTER FABRIC. PLACE RIPRAP SO THAT IT FORMS A DENSE, WELL-GRADED MASS OF STONE WITH A
MINIMUM OF VOIDS. THE DESIRED DISTRIBUTION OF STONES THROUGHOUT THE MASS MAY BE OBTAINED
BY SELECTIVE LOADING AT THE QUARRY AND CONTROLLED DUMPING DURING FINAL PLACEMENT.
PLACE RIPRAP TO ITS FULL THICKNESS IN ONE OPERATION. DO NOT PLACE RIPRAP BY DUMPING
THROUGH CHUTES OR OTHER METHODS THAT CAUSE SEGREGATION OF STONE SIZES. TAKE CARE NOT
TO DISLODGE THE UNDERLYING BASE OF FILTER FABRIC WHEN PLACING THE STONES.
THE FINISHED SLOPE SHOULD BE FREE OF POCKETS OF SMALL STONE OR CLUSTERS OF LARGE STONES.
HAND PLACING MAY BE NECESSARY TO ACHIEVE THE PROPER DISTRIBUTION OF STONE SIZES TO
PRODUCE A RELATIVELY SHOOTH, UNIFORM SURFACE. THE FINISHED GRADE OF THE RIPRAP SHOULD
BLEND (MATCH GRADE) WITH THE SURROUNDING AREA. NO OVERFALL OR PROTRUSION OF RIPRAP
SHOULD BE APPARENT WHICH WOULD IMPAIR STREAM FLOWS.
2. REMOVE SEDIMENT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR SUBSEQUENT
RAINS.
1. INSPECT THE BARRIER AFTER EACH RAIN AND MAKE REPAIRS AS NEEDED.
3. USE CLEAN GRAVEL, 3 4 - TO 12 -INCH IN DIAMETER, PLACED 2 INCHES BELOW THE TOP OF THE BLOCK
ON A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED STONE IS
RECOMMENDED.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS AND
SMOOTH IT.24" MAX@ CENTERMAINTENANCE:
SYNTHETIC FILTER FABRIC - PLACE THE FILTER FABRIC DIRECTLY ON THE PREPARED SUBGRADE. OVERLAP
THE EDGES BY AT LEAST 12-INCHES AND SPACE ANCHOR PINS EVERY 3-FEET ALONG THE OVERLAP. BURY
THE UPPER AND LOWER ENDS OF THE CLOTH A MINIMUM OF 12-INCHES BELOW GROUND. TAKE CARE
NOT TO DAMAGE THE CLOTH WHEN PLACING RIPRAP. IF DAMAGE OCCURS, REMOVE THE RIPRAP AND
REPAIR THE SHEET BY ADDING ANOTHER LAYER OF FILTER MATERIAL WITH A MINIMUM OVERLAP OF
12-INCHES AROUND THE DAMAGED AREA. IF EXTENSIVE DAMAGE IS SUSPECTED, REMOVE AND REPLACE
THE ENTIRE SHEET.
WHERE LARGE STONES ARE USED OR MACHINE PLACEMENT IS DIFFICULY, A 4-INCH LAYER OF FINE
GRAVEL OR SAND MAY BE NEEDED TO PROTECT THE FILTER CLOTH.
SUBGRADE PREPARATION - PREPARE THE SUBGRADE FOR RIPRAP AND FILTER TO THE REQUIRED LINES
AND GRADES INDICATED ON THE PLANS. COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO A
DENSITY APPROXIMATING THAT OF THE SURROUNDING UNDISTURBED MATERIAL OR OVERFILL
DEPRESSIONS WITH RIPRAP. REMOVE BRUSH, TREES, STUMPS AND OTHER OBJECTIONABLE MATERIAL.
CUT THE SUBGRADE SUFFICIENTLY DEEP THAT THE FINISHED GRADE OF THE RIPRAP WILL BE AT THE
ELEVATION OF THE SURROUNDING AREA. CHANNELS SHOULD BE EXCAVATED SUFFICIENTLY TO ALLOW
PLACEMENT OF THE RIPRAP IN A MANNER SUCH THAT THE FINISHED INSIDE DIMENSIONS AND GRADE
OF THE RIPRAP MEET DESIGN SPECIFICATIONS.
FILTER FABRIC TYPICAL
MINIMUM "d50" STONE
SIZE AS INDICATED
"T" RIPRAP
THICKNESS
1
"S"
1
"S"
BURY ENDS OF
FILTER FABRIC
12" MINIMUM
TYPICAL
BOTTOM WIDTH
2. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE
NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE
FENCE DURING CLEANOUT. REMOVE ALL FENCING MATERIALS AND UNSTABILIZED SEDIMENT DEPOSITS.
BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN
PROPERLY STABILIZED.
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR
BECOME INNEFECTIVE, REPLACE IT PROMPTLY. REPLACE BURLAP EVERY 60 DAYS.
7. EXCAVATE A TRENCH APPROXIMATELY 4-INCHES WIDE AND 8-INCHES DEEP ALONG THE PROPOSED
LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
6. EXTRA STRENGTH FILTER FABRIC WITH 6-FT POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT
FENCE. TIE WIRE THE FILTER FABRIC DIRECTLY TO POSTS.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8-FEET APART. STEEL
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND TO A MINIMUM OF 18-INCHES.
WIRE MESH SUPPORT FENCE MATERIAL SHALL BE AGRICULTURAL QUALITY 14-GAGE ANNEALED
STEEL WIRE WITH A 4" x 5" MAX. SPACING PATTERN.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURLY TO THE UPSLOPE SIDE
OF THE POSTS USING HEAVY DUTY TIE WIRES. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE
TRENCH.
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO
AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A
SUPPORT POST WITH OVERLAP TO THE NEXT POST.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 18-INCHES ABOVE THE GROUND
SURFACE (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE
STRUCTURE).
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER
FABRICS.
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH
IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM
D6461.
2. SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS.
3. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FEET STEEL WITH A MINIMUM LENGTH
OF 5-FEET. MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO FACILITATE FASTENING THE FABRIC.
4. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14-
GUAGE AND A MAXIMUM MESH SPACING OF 6-INCHES.
3. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL
MATERIALS AND ANY UNSTABLE SOIL AND EITHER SALVAGE OR DISPOSE OF IT PROPERLY. BRING
THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH AND COMPACT IT. APPROPRIATELY
STABILIZE ALL BARE AREAS AROUND THE INLET.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 12 -INCH OPENINGS OVER ALL
BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2-INCHES BELOW THE CREST OF THE
STORM DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST THE EDGE OF THE STORM DRAIN FOR
LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL
SUPPORT TO SUBSEQUENT ROWS BY PLACING 2" x 4" WOOD STUDSTHROUGH BLOCK OPENINGS.
CONCRETE
BLOCKDEWATERING
2:1 SLOPE,
GRAVEL FILTER
DROP INLET
WITH GRATE
16"
WIRE SCREEN
WIRE SCREENWASHED
STONE
TEMPORARY
SEDIMENT
POOL
1' MIN.
2' MAX.
SEDIMENT
SECTION
CONSTRUCTION SPECIFICATIONS:
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT
DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH
THE STONE CHECK DAM AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT
OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN WEIGHT
AND CROSS SECTION.
1. INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF
EVENT.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND
EROSION FROM FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL
DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS,
INSALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
7. ENSURE THAT CHANNEL APPURTENANCES, SUCH AS CULVERT ENTRANCES BELOW
CHECK DAMS, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED
STONES.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE
LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
3. EXTEND STONE AT LEAST 1.5-FT BEYOND THE DITCH BANKS TO KEEP OVERFLOW
WATER FROM UNDERCUTTING THE DAM AS IT RE-ENTERS THE CHANNEL.
2. KEEP THE CENTER STONE SECTION AT LEAST 9-INCHES BELOW NATURAL GROUND
LEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS.
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER
FABRIC FOUNDATION.
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE
CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE. AFTER EACH
RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIAL SPILLED, WASHED OR TRACKED ONTO PUBLIC
ROADWAYS.
4. USE NONWOVEN GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN LOCATIONS
SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE
MATERIAL AND PROPERLY GRADE IT.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM
IS STABLE.
5. PROTECT THE CHANNEL DOWNSTREAM FROM THE LOWEST CHECK DAM,
CONSIDERING THAT WATER WILL FLOW OVER AND AROUND THE DAM.
WIRE MESH
SUPPORT FENCE
MATERIAL SPECIFICATIONS:
8. BACKFILL THE TRENCH WITH COMPACTED SOIL PLACED OVER THE FILTER FABRIC.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUTIABLE OUTLET.
MAINTENANCE:
CONSTRUCTION SPECIFICATIONS:
CLASS B EROSION
CONTROL STONE
9"
MIN.
FILTER
FABRIC
WASHED STONE
(8" TOP LAYER)
FILTER
FABRIC
1.5'
"B" MIN.
NEW RIPRAP TO
EXTEND TO TOP
OF EXISTING
CHANNEL BANKS
EXISTING
GRADE
MAINTENANCE:
CONSTRUCTION SPECIFICATIONS:
12' MIN
AS
REQUIRED
2"-3" COARSE
AGGREGATE
8" MIN
10
0
'

M
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24' MI
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PUBLI
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D
CONSTRUCTION SPECIFICATIONS:
MAINTENANCE:
9. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
STEEL POST TYP.
FILTER FABRIC COMPACTED FILL
4"8"18"MAX.TEMPORARY SLOPE DRAIN
8. MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAN 1-FEET ABOVE THE TOP
OF THE PIPE AT EVERY POINT.
7. EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE AND ADEQUATELY PROTECT THE
OUTLET FROM EROSION.
6. ENSURE THAT ALL FILL MATERIAL IS WELL-COMPACTED. SECURELY FASTEN THE
EXPOSED SECTION OF THE DRAIN WITH GROMMETS OR STAKES SPACED NO MORE
THAN 10-FEET APART.
4. ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAS MINIMUM
DIMENSIONS OF 1.5 FT. DEPTH, 4 FT. TOP WIDTH, AND 3:1 SIDE SLOPES.
3. HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN LIFTS NOT TO
EXCEED 6-INCHES.
1. PLACE SLOPE DRAINS ON UNDISTURBED SOIL OR WELL-COMPACTED FILL AT LOCATIONS
AND ELEVATIONS SHOWN ON THE PLANS.
A COMMON FAILURE OF SLOPE DRAINS IS CAUSED BY WATER SATURATING THE SOIL
AND SEEPING ALONG THE PIPE. THIS CREATES VOIDS FROM CONSOLIDATION AND
PIPING AND CAUSES WASHOUTS. PROPER BACKFILLING AROUND AND UNDER THE
PIPE "HAUNCHES" WITH STABLE SOIL MATERIAL AND HAND COMPACTION IN 6-INCH
LIFTS TO ACHIEVE FIRM CONTACT BETWEEN THE PIPE AND THE SOIL AT ALL POINTS WILL
ELIMINATE THIS TYPE OF FAILURE.
INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER EVERY RAINFALL
AND PROMPTLY MAKE NECESSARY REPAIRS. WHEN THE PROTECTED AREA HAS BEEN
PERMANENTLY STABILIZED. TEMPORARY MEASURES MAY BE REMOVED, MATERIALS
DISPOSED OF PROPERLY, AND ALL DISTURBED AREAS STABILIZED APPROPRIATELY.
9. IMMEDIATELY STABILIZE ALL DISTURBED AREAS FOLLOWING CONSTRUCTION.
MAINTENANCE:
5. ENSURE THAT ALL SLOPE DRAIN CONNECTIONS ARE WATERTIGHT.
2. SLIGHTLY SLOPE THE SECTION OF PIPE UNDER THE DIKE TOWARD ITS OUTLET.
CONSTRUCTION SPECIFICATIONS
FLOWPLAN VIEW
STANDARD T-SECTION
LEVEL
SECTION
4' MIN.
STABILIZE
OUTLET 10' SPACINGINLET FLOW
1.5' MIN.3 : 1
4' MIN.DIKE
HOLD-DOWN STAKES
PLASTIC
CORRUGATED
PIPE (PER PLAN)
TEMPORARY GRAVEL CHECK DAM
(SURGE STONE)
PLAN
AA
1.0'
SECTION A-A
CONSTRUCTION SPECIFICATIONS
MAINTENANCE
6" DIA. RIPRAP
TRAP RIP RAP OUTLET PROTECTION
TEMPORARY SEDIMENT
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION
AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES HAVE BEEN
DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER
DAMAGE.
1. ENSURE THAT THE SUBGRADE FOR THE RIPRAP FOLLOWS THE REQUIRED LINES AND
GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO
THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN THE
SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAP
THICKNESS.
2. RIPRAP MAY BE PLACED BY EQUIPMENT.
3. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE
DIAMETER.
4. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD,
ANGULAR, HIGHLY WEATHER-RESISTANT AND WELL GRADED.
5. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE THE
TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR
SLIGHTLY BELOW IT.
6. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND
PREFERABLE STRAIGHT THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDED TO FIT SITE
CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON.
7. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION.
TIE INTO SEDIMENT
TRAP OUTLET WEIR
MATCH WIDTH OF
SEDIMENT TRAP
OUTLET WEIR
SEEDING
SOIL AND VEGETATION
PREPARE SEEDBED BY RIPPING, CHISELING, HARROWING OR PLOWING TO DEPTH OF SIX INCHES SO AS TO PRODUCE A LOSE, FRIABLE SURFACE. REMOVE
ALL STONES, BOULDERS, STUMPS OR DEBRIS FROM THE SURFACE WHICH WOULD PROHIBIT GERMINATION OR PLANT GROWTH.
INCORPORATE INTO THE SOIL 800 TO 1,000 POUNDS OF 10-10-10 FERTILIZER PLUS 500 POUNDS OF TWENTY PERCENT (20%) SUPERPHOSPHATE PER ACRE
AND TWO TONS OF DOLOMITIC LIME PER ACRE UNLESS SOIL TESTS INDICATE THAT A LOWER RATE OF LIME CAN BE USED.
MULCH AFTER SEEDING WITH 1.5 TONS OF GRAIN STRAW PER ACRE.
PERMANENT SEEDINGS
PLANTS MIXTURE PLANTING RATE/ACRE PLANTING DATES
TALL FESCUE 100-150 LBS.AUG. 15-OCT. 15
(LOW MAINTENANCE)FEB. 15 - MAY 1
TALL FESCUE 200-250 LBS.AUG. 15-OCT. 15
WATERWAYS AND LAWNS (HIGH MAINT.)FEB. 15 - MAY 1
BLEND OF TWO TURFTYPE 200-250 LBS.AUG. 15-OCT. 15
TALL FESCUES (90%) AND TWO OF MORE FEB. 15 - MAY 1
IMPROVED KENTUCKY BLUEGRASS
VARIETIES (10%) (HIGH MAINTENANCE)
TALL FESCUE 100 LBS.AUG. 15-OCT. 15
AND KOBE OR KOREAN LESPEDEZA 20-25 LBS.FEB. 15 - MAY 1
(SEE NOTE 1 BELOW)
TALL FESCUE 50 LBS.NOV. 1-FEB. 1
SERICEA LESPEDEZA 60 LBS./ACRE (UNSCARIFIED)
TALL FESCUE AND 60 LBS.JULY AND AUGUST
GERMAN MILLET OR SUDANGRASS AND 30 LBS.
(SEE NOTE 2 BELOW)
TALL FESCUE 70 LBS.NOV. 1-JAN.30
AND RYEGRAIN AND 25 LBS.
(SEE NOTE 2 BELOW)
COMMON BERMUDAGRASS 8 LBS. (HULLED)APR. 15-JUNE 30
AND KOBE OR KOREAN LESPEDEZA 15-2 LBS. (UNHULLED)FEB. 1 - MAY 30
(SEE NOTE 1 BELOW)
(1) FOR SPRING SEEDINGS, USE SCARIFIED LESPEDEZA SEED. FOR LATE FALL AND WINTER SEEDINGS, USE UNSCARIFIED SEEDS.
(2) ANNUALS SUCH AS MILLET, SUNDANGRASS AND RYEGRAIN MUST BE KEPT AT 10-12" MAXIMUM HEIGHT.
SEEDING SCHEDULE
C501
1
C501
10
A501
3
C501
4
C501
6
C501
7
C501
8
C501
2
C501
9
C501
5
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
PRELIMI
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NOT FO
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Alamance County Mine
ALAMANCE
AGGREGATES, LLC
2180544
9/24/18
REVIEW
KCG/ATC
PAS
REVISIONS
NO:DATE:DESCRIPTION:
© 2016 LaBella Associates
------Date & Time: 9/24/2018 3:16 PM By: Garton, KevinPath: Y:\2180544-Alamance Co NC Granite Mine\CAD\Civil\Civil3d\Phase II DWG\Detail Sheets.dwg615 St. George Square
Suite 300
Winston-Salem, NC 27103
336-842-4065
C#0430
labellapc.com
C502
EROSION AND
SEDIMENT CONTROL
DETAILS
Sediment Basin Baffle
SEDIMENT BASIN AND SKIMMER
BAFFLE ELEVATION
CONSTRUCTION SPECIFICATION
MAINTENANCE
4" PVC VENT
6" PVC CAP
4" PVC VENT
4" PVC TEE
2
1
SKIMMER PLAN
BASIN BOTTOM
SKIMMER ELEVATION
4" x 4" TEE
Floating Surface Skimmer
1'-6"
0.15x"L"0.25x"L"0.25x"L"1'-0" MIN.4" PVC FLANGE
4" x 4" PVC TEE
4" 22.5° BEND
SP x HUB
CONSTRUCTION SPECIFICATIONS
10. INSTALL POROUS BAFFLES AS INDICATED IN SEDIMENT BASIN BAFFLE DETAIL.
11. AFTER ALL THE SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE
THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE
ADJOINING AREAS AND STABILIZE PROPERLY.
MAINTENANCE
NOTE:
SEE PROJECT EROSION CONTROL PLAN FOR SPECIFIC BASIN DIMENSIONS AND ORIENTATION
4" I.D. SCH. 40
PVC PIPE
COIR MESH OR SIMILAR
STAPLED OR TRENCHED
INTO BOTTOM OR SIDE
STAKE TO
SUPPORT WIRE
SUPPORT POST
24" INTO BOTTOM
OR SIDE
SUPPORT ROPE OR
WIRE TO PREVENT
SAGGING
TOP OF DAM
ELEVATION
EMERGENCY
SPILLWAY
ELEVATION
STABILIZED OUTLET
PROTECTION
COMPACTED EARTH
EMBANKMENT
FLOATING SURFACE
SKIMMER. SEE DETAIL
BASIN DESIGN
WATER LEVEL ELEV
RIPRAP INLET
PROTECTION
BASIN
INFLUENT
DESIGN WATER
LEVEL
BAFFLES TYPICAL
SEE DETAIL
PARTIAL BASIN SECTION
TYPICAL BASIN PLAN
FREEBOARD3'-6"4'-0"1'-6"
5'-0"
MIN.
5'-0"6"1
2
BASIN BOTTOM ELEVATION
BAFFLE
WATER SURFACE LENGTH "L"
0.35x"L"EMBBANKMENTTOP OF DAMSEE DETAIL
FLOATING
SURFACE SKIMMER
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS
SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH
FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS,
AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND
SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER
DEBRIS FROM THE SKIMMER AND POOL AREAS.
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE
OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND
REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING
ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE DEBRIS AND
RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN
AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS
CLOGGED; IF SO REMOVE THE DEBRIS.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE-ANCHOR THE BAFFLES IF WATER IS FLOWING
UNDERNEATH OR AROUND THEM.
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE
THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMMULATES TO ONE-HALF THE
HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH
IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE
SKIMMER OR THE FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN
DOES NOT HOLD DOWN THE SKIMMER.
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND
ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC
MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL
TO THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES
BELOW BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION,
ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO
EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO
ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM
SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR
OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR BLOCK.
4. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH
FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND,
GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL
AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND
THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE
TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN
COMPACTING UNDER THE PIPE HAUNCHES.
PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY
BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. IN NO CASE SHOULD THE PIPE
CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT
IS COMPLETE.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE
INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND POSITION THE
SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE TO THE SKIMMER
AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE
SIDE FOR MAINTENANCE.
7. EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT
POSSIBLE. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND
ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF
THE SPILLWAY. THE PILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE
GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM
AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE
EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH
TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE WIDTH OF THE FABRIC
MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER THE FABRIC.
IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY,
MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTION(S)
SHOULD OVERLAP THE LOWER SECTION(S) SO THAT WATER CANNOT FLOW UNDER THE FABRIC.
SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS.
8. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE
TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT
LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.
9. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED.
DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT BEFORE
THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER
DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER
CONSTRUCTION.
EMERGENCY SPILLWAY TO BE
CUT INTO UNDISTURBED SOIL
PROVIDE CURLEX I EXCELSIOR
MATTING
1. GRADE THE BASIN SO THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POST ACROSS THE WIDTH OF THE SEDIMENT TRAP (PRACTICE 6.62, SEDIMENT FENCE)
3. STEEL POST SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES,SPACED 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 HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD BE 2 INCHES
LOWER THAN THE TOP OF THE BERMS.
4. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE AND THE OUTLET POINT. BASINS
LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
5. WHEN USING POST, ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE MEASURE TO
PREVENT SAGGING.
6. WRAP POROUS MATERIAL, LIKE JUTE BACKED BY COIR MATERIAL, OVER THE TOP WIRE. THE FABRIC
SHOULD HAVE FIVE TO TEN PERCENT OPENINGS IN THE WEAVE. ATTACH FABRIC TO A ROPE AND A
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.
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE COLLAPSE, TEAR,
DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE
MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE IT.
6" I.D. SCH. 40
PVC PIPE FLOAT
SKIMMER
INFLUENT
6" PVC 90°
BEND TYP.
GALVANIZED STL
STRAP TYPICAL
SKIMMER
INFLUENT
FLOW CONTROL
ORIFICE
6" I.D. SCH. 40
PVC PIPE FLOAT
STN.STL. HOSE
CLAMPS TYP.
4" FLEXIBLE
HOSE
3" I.D. SCH. 40
PVC PIPE
FLOW CONTROL ORIFICE
CUT SMOOTH CIRCULAR
OPENING TO DIMENSION
INDICATED ON BASIN SITE
PLAN
TEMPORARY DIVERSION DITCH
SILT FENCE STONE OUTLET
STANDARD ROCK PIPE INLET PROTECTION
10'2'INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY
REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY
CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS
PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL
GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE
LESS THEN 30 WORKING DAYS.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND
CLEANOUT.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION
PLUS THE SPECIFIED SETTLEMENT.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS AND OTHER OBJECTIONABLE
MATERIAL.
MAINTENANCE:
CONSTRUCTION SPECIFICATIONS:
6' TYPICAL
2' MIN.
2'FLOW
COMPACTED
SOIL 1.5'11'
NOTES:
1. STRUCTURAL STONE SHALL BE
CLASS B STONE.
2. SEDIMENT CONTROL STONE
SHALL BE NO. 5 OR NO. 57
STONE.
3. DIMENSIONS ARE MINIMUM
ACCEPTABLE UNLESS OTHERWISE
SPECIFIED BY THE ENGINEER.
3' MIN.
A
FLOW
INVERT PIPE
A
1'
STRUCTURAL STONE
FLOW
INVERT PIPE
36" PIPE MAX.
SECTION A-ASEDIMENT CONTROL STONE
NATURAL GROUND
SEDIMENT STORAGE ZONE
FLOOD STORAGE ZONE
#57 WASHED STONE & WIRE INLET PROTECTION
TEMPORARY SEDIMENT TRAP
a. PLACE THE FILTER FABRIC BETWEEN THE RIPRAP AND SOIL. EXTEND THE FABRIC
ACROSS THE SPILLWAY FOUNDATION AND SIDES TO THE TOP OF THE DAM;
OR
b. EXCAVATE A KEYWAY TRENCH ALONG THE CENTERLINE OF THE SPILLWAY
FOUNDATION EXTENDING UP THE SIDES TO THE HEIGHT OF THE DAM. THE TRENCH
SHOULD BE AT LEAST 2-FEET DEEP AND 2-FEET WIDE WITH 1:1 SIDE SLOPES.
3'
MIN.
MAINTENANCE
CONSTRUCTION SPECIFICATIONS
5'
1:1 SIDE
SLOPE MAX.
2:1 SIDE
SLOPE MAX.
NATURAL
GROUND
EMERGENCY BY-PASS 6"
BELOW SETTLED TOP
OF DAM
OVERFILL 6" FOR
SETTLEMENT
STONE SECTION
FILTER
FABRIC
5' MAX.
FILL
21"
MIN.
DESIGN
SETTLED
TOP
5' MIN.
TOP OF DAM
TOP OF WEIR
5' MAX.
FILL
1.5'
2:1
FILTER FABRIC
CROSS SECTION
COARSE STONE FILL
CLASS B EROSION
CONTROL STONE
2:1SEDIMENT TRAP
3600 CU. FT. / ACRE
12" MIN. WASHED
STONE FILTER
NCDOT STD. #57
1. INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SIGNIFICANT
RAINFALL. REMOVE SEDIMENT AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS
WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE
TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA
AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
2. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY
CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FT. BELOW
THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE
EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIPRAP DISPLACED FROM
THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
3. AFTER ALL SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED.
REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA TO
BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY (REFERENCES:
SURFACE STABILIZATION).
4. CLEAR THE POND AREA BELOW THE ELEVATION OF THE CREST OF THE EMBANKMENT.
5. ALL CUT AND FILL SLOPES SHOULD BE 2:1 OR FLATTER.
6. ENSURE THAT THE STONE (DRAINAGE) SECTION OF THE EMBANKMENT HAS A MINIMUM
BOTTOM WIDTH OF 3-FEET AND MAXIMUM SIDE SLOPES OF 1:1 THAT EXTEND TO THE
BOTTOM OF THE SPILLWAY SECTION.
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 SECTION SHOULD BE WELL-GRADED MIXTURE OF STONE
WITH A d50 SIZE OF 9-INCHES (CLASS B EROSION CONTROL STONE IS RECOMMENDED)
AND A MAXIMUM STONE SIZE OF 14-INCHES. THE STONE MAY BE MACHINE PLACED
AND THE SMALLER STONES WORKED INTO THE VOIDS OF THE LARGER STONES. THE
STONE SHOULD BE HARD, ANGULAR, AND HIGHLY WEATHER-RESISTANT.
9. ENSURE THAT THE STONE SPILLWAY OUTLET SECTION EXTENDS DOWNSTREAM PAST THE
TOE OF THE EMBANKMENT UNTIL STABLE CONDITIONS ARE REACHED AND OUTLET
VELOCITY IS ACCEPTABLE FOR THE RECEIVING STREAM. KEEP THE EDGES OF THE STONE
OUTLET SECTION FLUSH WITH THE SURROUNDING GROUND AND SHAPE THE CENTER TO
CONFINE THE OUTFLOW STREAM (REFERENCES: OUTLET PROTECTION).
10. DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS
SO 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
(REFERENCES: SURFACE STABILIZATION).
12. SHOW THE DISTANCE FROM THE TOP OF THE SPILLWAY TO THE SEDIMENT CLEANOUT
LEVEL (ONE-HALF THE DESIGN DEPTH) ON THE PLANS AND MARK IT IN THE FIELD.
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION
AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF
ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL
OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY
VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE
THE FILL IN LIFTS NOT TO EXCEED 9-INCHES AND MACHINE COMPACT IT. OVER FILL
THE EMBANKMENT 6-INCHES TO ALLOW FOR SETTLEMENT.
3. CONSTRUCT THE OUTLET SECTION IN THE EMBANKMENT. PROTECT THE CONNECTION
BETWEEN THE RIPRAP AND THE SOIL FROM PIPING BY USING FILTER FABRIC OR A
KEYWAY CUTOFF TRENCH BETWEEN THE RIPRAP STRUCTURE AND THE SOIL.
C502
1
C502
2
C502
7
C502
3
C502
6
C502
5
4' MAX
GENERAL NOTES:
1.SEDIMENT FILTER OUTLET SHALL BE 16 INCHES HIGH BUT NO
TALLER THAN 18 INCHES
2.CLASS 1 OR 2 RIP-RAP SHALL BE USED AND COVERED WITH
6 INCHES OF NCDOT #5 OR #57 WASHED STONE ON THE
UPSLOPE SIDE.
3.POSTS SHALL BE NO MORE THAN 4 FEET APART.
4.SITE OUTLETS AT ANY POINT SMALL CONCENTRATED FLOWS
ARE ANTICIPATED AND AT THE DIRECTION OF THE
INSPECTOR.
5.ONE ACRE MAXIMUM DRAINAGE AREA PER OUTLET.
MAINTENANCE NOTES:
1.FILTER OUTLETS SHALL BE INSPECTED BY THE FINANCIALLY
RESPONSIBLE PARTY OR HIS AGENT IMMEDIATELY AFTER
EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED
RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE
IMMEDIATELY.
2.THE STONE SHALL BE REPLACED PROMPTLY AFTER ANY
EVENT THAT HAS CLOGGED OR REMOVED IT.
3.SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN
DEPOSITS REACH HALF THE HEIGHT OF THE BARRIER. ANY
SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE OUTLET IS REMOVED SHALL BE DRESSED TO
CONFORM TO THE EXISTING GRADE, PREPARED AND
SEEDED.
CLASS 1 OR 2 RIP-RAP WITH 6
INCHES OF WASHED STONE ON
UPSTREAM FACE
2:12:1
WOVEN FILTER
FABRIC
WIRE FENCING
(IF APPLICABLE)
STEEL POST 2:12
:
1
1' MIN
FLOW
WASHED STONE
(NCDOT #5 OR #57)
CLASS 1 OR 2
RIP-RAP
STEEL POST
TEMPORARY SEEDING DETAIL
C502
4
1.5'