20100517_Application

® Freeman Environmental Consult' in4gkLLC
31 Cross Street, Suite 229, Spruce Pine, NC 28777
828-765-1515, Office 828-765-3571
e-mail: [e-mail]
May 11, 2010
Judith Wehner,
Assistant State Mining Specialist
DENR — Land Quality Section
Division of Land Resources
1612 Mail Service Center
Raleigh, NC 27699-1612
Rrc B
MAY 17 9nin
Subject: Steel Gray Mine; Mine Permit application,
Mitchell County, French Broad River Basin
Appalachian Stone, Blue Ridge Stone, & Table Rock Quarries, Inc
Dear Mrs. Wenner,
SECTION
Please find attached, a mine permit application for the above proposed mine site in Mitchell
County, NC. A Check in the Amount of $3,750.00 is also attached to cover the application fees.
The proposed mine site is in the Altapass community just south east of Spruce Pine. The site has
been mined for years and mining was stopped late in the summer of 2009 by the issuance of an
NOV to the landowners by the Division of Land Resources. A portion of the site is being
reclaimed and will not be permitted due to the quality of the stone in that area. Please see mine
maps for additional information.
Should you have questions or need further information, Nikki Street or I can be contacted at 828-
765-1515 during normal business hours or at 828-765-3571 (cell) anytime.
Sincerely,
�L
Thomas om) Freeman CPESC
Freeman Environmental Consulting, LLC
CC: TA, BG, LCE & FEC files

Mine Permit Application
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23960 ;
For
Blue Ridge Quarries, Inc
Appalachian Stone, Inc.
Tablerock Quarries, Inc.
Grassy Creek Township - Mitchell County
Plan prepared by:
Landcraft Engineering, PLLC
Freeman Environmental Consulting, LLC

r

M
Table of Contents
1. Mine Permit Application
2. Adjoining Landowners Notice
3. Vegetation Plan & Soil Report
4. Sediment Trap Calculations
5. Culvert Calculations
6. Ditch Calculations
7. Blasting Plan and Procedures
8. Construction Details
9. Location and Site Map
10 Mine Maps

APPLICATION FOR A M�Ii�TING PERMIT )Wow
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT
AND NATURAL RESOURCES
LAND QUALITY SECTION
APPLICATION FOR A MINING PERMIT
(PLEASE PRINT OR TYPE)
Name of Mine: Steel Gray Mine County: Mitchell
River Basin French Broad
Latitude (decimal degrees to four places): 035-54-09.28
Longitude (decimal degrees to four places): 082-01-58.10
2. Name of Applicant*Appalachian Stone. Inc. —Blue Ridge Ouarries, Inc. — Tablerock Ouarries, Inc.
3. Permanent address for receipt of official mail** 8487 US Highway 221 North
Marion NC 28752
Telephone: [phone] Alternate No.( )
4. Mine Office Address 8487 US Highway 221 North
Marion, NC 28752 Telephone: [phone]
5. Mine Manager Brad Gager
We hereby certify that all details contained in this Permit Application are true and correct to the best of our
knowledge. We fully understand that any willful misrepresentation of facts will be cause for permit
revocation.
Print Name Merle D. Andrews
Title President
* This will be the name that the mining permit will be issued to and the name that must be indicated on the
reclamation bond (security) that corresponds to this site.
** The Land Quality Section must be notified of any changes in the permanent address or telephone number.
* * * Signature of company officer required.
G.S. 74-51 provides that the Department shall grant or deny an application for a permit within 60 days of receipt ofa.
complete application or, if a public hearing is held within 30 days following the hearing and the filing of any
supplemental information required by the Department. All questions must be addressed and all required maps
provided before this application can be rnnsidered complete. Attach additional sheets as needed.
-I-

APPLICATION FOR A N**ING PERMIT
NOTE: All of the following questions must be thoroughly answered regarding your mining operation for
the intended life of the mine. All responses must be clearly conveyed on a corresponding, detailed mine map.
A. GENERAL CHARACTERISTICS OF THE MINE
1. Answer all of the following that apply:
X
I�
0
IE
If this is an application for a NEW permit, indicate the total acreage at the site to be covered by the
permit (this is the acreage that the "new permit" fee will be based upon): 14.372
Of this acreage, how much is owned and how much is leased? Acres owned: 0
Acres leased: 14.372 Property owner if leased: JD, Jo Etta, Coy and Billie June Hollifield_
If this is an application for RENEWAL of a mining permit, indicate the mining permit number and
the total (overall) acreage covered by the existing permit: Mining Permit No.:
Total permitted acreage (this is the acreage that the "renewal" fee will be based upon):
If this is an application for a MODIFICATION to a mining permit,
number and the total (overall) acreage covered by the existing permit.
Mining Permit No.: Total permitted acreage:
indicate the mining permit
Does the modification involve acreage within the previously ap�rovedpermitted boundary?
Yes ❑ NoEl If yes, indicate the acreage to be covered by this modification (this is the acreage
that the "major modification" fee will be based upon):
Does the modification involve acreage outside the previously approved permitted boundary?
Yes ❑ No ❑. If yes, indicate the additional acreage to be covered by this modification: . (NOTE: you must complete all of Section F. of this application form
entitled Notification of Adjoining Landowners).
Of this acreage to be added to the permit, will any portion of this acreage be affected (i.e.: disturbed,
ground cover removed) by the musing operation? Yes ❑ No ❑ (If no, a "minor modification"
fee of $100.00 is required, despite the "undisturbed" acreage to be added). If yes, indicate the
acreage to be affected within the acreage to be added to the permit (the total acreage to be added to
the permit is the acreage that the "major modification" fee will be based upon):
If this is an application for TRANSFER of a mining permit, indicate the mining permit number and
the total (overall) acreage covered by the existing permit.
Mining Permit No.: Total permitted acreage:
SEE THE FEE SCHEDULE AT THE END OF THIS FORM FOR THE PROPER FEE AMOUNT TO BE
PAID FOR THE REQUESTED PERMIT ACTION(S) AND CORRESPONDING ACREAGE NOTED
ABOVE
2. Name of all materials mined: Granite
3. Mining method:
Hydraulic Dredge Front-end Loader & Truck X Shovel & Truck
Dragline & Truck H Self -loading Scraper
Other (explain):
4. a. Expected maximum depth of mine (feet) 70'
Depth is relative to what benchmark? (e.g., natural ground level, mean sea level, road elevation, etc.)
Top of high wall
b. Expected average depth of mine (feet)
40'
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APPLICATION FOR A MWING PERMIT
M
5. Has any area(s) at this site been mined in the past? Yes X No ❑
If yes, when and by whom was this activity conducted? Mining was by several unknown individuals
6. Number of years for which the permit is requested (10 years maximum): 10
B. MAPS
Clearly mark and label the location of your mining operation on six 6)) copies of a 7.5-minute quadrangle
and a county highway map. These maps, in addition to six (6) coaie�mine maps and reclamation
maps, must be submitted with each permit application.
7.5-minute quadrangles may be obtained from the N.C. Geological Survey:
Mailing Address:
1612 Mail Service Center OR
Raleigh, North Carolina 27699-1612
[phone]
v;vllw.izeology.enr.state.nc.us/
Physical Address:
512 North Salisbury Street, 5`s Floor
Raleigh, North Carolina 27604
County highway maps may be obtained from the N.C. Department of Transportation:
North Carolina Department of Transportation — Geographic Information Systems (GIS)
Mailing Address:
NCDOT GIS Unit
1587 Mail Service Center
Raleigh, North Carolina 27699-1587
Physical Address:
NCDOT GIS Unit
3401 Carl Sandburg Court
Raleigh, North Carolina 27610
[phone]
www.ncdot.org/it/gisContact/default.html
2. Mine maps must be accurate and appropriately scaled drawings, aerial photographs or enlarged
topographic maps of the entire mine site. All aspects of the mine site must be clearly labeled on the
maps along with their corresponding (approximate) acreage. As a reminder, mining permits can
only be issued for up to 10 years; thus, all mine and reclamation maps must only denote those
activities that are intended to be conducted during the life of the mining permit. All maps must be
of a scale sufficient (see minimum requirements listed below) to clearly illustrate the following, at a
minimum:
a. Property lines of the tract or tracts of land on which the proposed mining activity is to be located
including easements and rights -of --way.
b. Existing or proposed permit boundaries.
C. Initial and ultimate limits of clearing and grading.
d. Outline and width of all buffer zones (both undisturbed and unexcavated).
e. Outline and acreage of all pits/excavations.
f. Outline and acreage of all stockpile areas.
g. Outline and acreage of all temporary and/or permanent overburden disposal areas.
h. Location and acreage of all processing plants (processing plants may be described as to location and
distance from mine if sufficiently far removed).
i. Locations and names of all streams, rivers and lakes.
j. Outline and acreage of all settling and/or processing wastewater ponds.
k. Location and acreage of all planned and existing access roads and on -site haul roads.
1. Location of planned and existing on -site buildings.
in. Location and dimensions of all proposed sediment and erosion control measures.
n. Location of 100-year floodplain limits and wetland boundaries.
o. Names of owners of record, both public and private, of all tracts of land that are adjoining the mining
permit boundary; if an adjoining tract is owned or leased by the applicant or is owned by the lessor of
the mine tract, names of owners of record of tracts adjoining these tracts, that are within 1,000 feet of
the mining permit boundary, must be provided on the mine map.
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APPLICATION FOR A NI4MING PERMIT lqw�
p. Names of owners of record, both public and private, of all tracts of land that are adjoining the mining
permit boundary which lie directly across and are contiguous to any highway, creek, stream, river, or
other watercourse, railroad track, or utility or other public right-of-way. If an adjoining tract is owned
or leased by the applicant or is owned by the lessor of the mine tract, names of owners of record of
tracts adjoining these tracts, that are within 1,000 feet of the mining permit boundary, must be
provided on the mine map(s). NOTE: "Highway" means a road that has four lanes of travel or less
and is not designated as an Interstate Highway.
q. Map legend:
1. Name of applicant
2. Name of mine
3. North arrow
4. County
5. Scale
6. Symbols used and corresponding names
7. Date prepared and revised
8. Name and title of person preparing map
Map scales should meet the following guidelines:
PERMITTED ACREAGE MAP SCALE
049 Acres 1 inch = 50 feet
50-199 Acres 1 inch =100 feet
200+ Acres 1 inch = 200 feet
(NOTE: Smaller scaled maps may be acceptable if they clearly illustrate the above items)
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APPLICATION FOR A MWING PERMIT ftw
A table/chart must be provided on the mine mapp that clearly lists the approximate acreage of tailings/sediment
ponds, stockpiles, wastepiles, processing are roads, mine excavation and any other major aspect of the
mining operation that is proposed to be affected/disturbed during the life of the mining permit. A table/chart
similar to the following will be acceptable:
CATEGORY
AFFECTED ACREAGE
Tailings/Sediment Ponds
0.33
Stockpiles
0.0
Wastepiles
0.89
Processing Area/Haul Roads
0.46
Mine Excavation
3.48
Other (Explain)
0.0
Total Disturbed Acreage
5.16
NOTE:
IN ADDITION TO THE ABOVE, THE MAPS MUST ALSO INCLUDE ANY SITE -SPECIFIC
INFORMATION THAT IS PROVIDED IN THE ANSWERS TO THE FOLLOWING QUESTIONS IN
THIS APPLICATION FORM (PLEASE NOTE THE ITALICIZED QUESTIONSISTATEMENTS
THROUGHOUT THE FORM). THIS APPLICATION WILL NOT BE CONSIDERED COMPLETE
WITHOUT ALL RELEVANT ITEMS BEING ADEQUATELY ADDRESSED ON THE MINE MAPS.
WE

APPLICATION FOR A M*ING PERMIT llv�
C. PROTECTION OF NATURAL RESOURCES
i . Describe in detail the sequence of events for the development and operation of the mine and reference the
sequence to the mine map(s). Attach additional sheets as needed.
Mine development will begin with the installation of the soil and erosion controls as shown on the soil and
erosion control map. The mining done in the past has removed much of the overburden and exposed the
stone which can be mined by drilling, blasting and loading into trucks for offsite separation and grading for
quality. The remaining overburden and waste material will be move to the area shown on the maps.
2. Describe specific erosion control measures to be installed prior to land disturbing activities and during
mining to prevent offsite sedimentation (include specific plans for sediment and erosion control for mine
excavation(s), waste piles, access/mine roads and process areas), and give a detailed sequence of
installation and schedule for maintenance of the measures. Locate and label all sediment and erosion
control measures on the mine maps) and provide typical cross-sections/construction details of each
measure. Engineering designs and calculations are required to justify the adequacy of any proposed
measures.
See attached soil and erosion control details and the attached maps for their locations.
3. a. Will the operation involve washing the material mined, recycling process water, or other waste water
handling? Yes ❑ No X. If yes, briefly describe all such processes including any chemicals to be used.
b. Will the operation involve disch grog fresh or waste water from the mine or plant as a point discharge to
the waters of the State? Yes No X. If yes, briefly describe the nature of the discharge and locate
all proposed discharge points (along with their method of stabilization) on your mine map(s).
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APPLICATION FOR A G PERMIT \ftowl
C. Will any part of the proposed mine excavations) extend below the water table? Yes ❑ No X
If yes, do you intend to dewater the excavation(s)? Yes ❑ No ❑.
If yes, what impact, if any, will mine dewatering have on neighboring wells? Estimated withdrawal rate
in gallons er day: .Locate all existing wells on the mine maps) that lie within
500 feet oche proposed excavation area. Providedata to support any conclusions or statements made,
including any monitoring well data, well construction data and current water withdrawal rates. Indicate
whether the proposed mine locale is served by a public water system or private wells.
d. If you answered yes to any of the above questions, provide evidence that you have applied for or
obtained the appropriate water quality permit(s) (i.e., non -discharge, NPDES, Stormwater, etc.) from the
Division of Water Quality, Water Quality Section. In addition, the applicant is required to register water
use with the Division of Water Resources if the operation withdraws more than 10,000 gallons per day
and needs a capacity use permit from the Division of Water Resources if the operation lies in a capacity
use area and withdraws more than 100,000 gallons per day.
4. a. Will the operation involve crushing or any other air contaminant emissions? Yes ❑ No X.
If yes, indicate evidence that you have applied for or obtained an air quality permit issued by the
Division of Air Quality or local governing body.
b. How will dust from stockpiles, haul roads, etc., be controlled?
Dust emissions at the mine site will be controlled by wet suppression

APPLICATION FOR A M`flOING PERMIT \W�
5. a. A buffer will be required between any mining activity and any mining permit boundary or right-of-
way. It may be an unexcavated buffer (no excavation, but roadways, berms and erosion &
sedimentation control measures may be installed within it), an undisturbed buffer (no disturbance
within the buffer whatsoever), or a combination of the two, depending upon the site conditions. Note
that all buffers must be located within the mining permit boundaries.
How wide a buffer will be maintained between any mining activity and any mining permit boundary
or right-of-way at this site? A minimum buffer of 25 feet is recommended, although a wider buffer
may be needed depending on site conditions. Show all buffer locations and widths on the mine
map(s).
A minimum 25' buffer will be maintained but the buffer may be larger in certain areas of the
site. See attached maps for buffers
b. A minimum 50 foot wide undisturbed buffer will be required between any land disturbing activities
within the mining permit boundaries and any natural watercourses and wetlands unless smaller
undisturbed buffers can be justified. Depending on site conditions, a buffer wider than 50 feet may
be needed.
How wide an undisturbed buffer will be maintained between any land disturbing activities within the
mining permit boundaries and any natural watercourses and wetlands at this site? Show all buffer
locations and widths on the mine map(s).
A 50' Minimum buffer will be observed along the North Toe River and an unnamed tributary
to the east.
b. a. Describe methods to prevent landslide or slope instability adjacent to adjoining permit boundaries
during mining. Minimum 2 horizontal to I vertical slopes or flatter for clayey material and
minimum 3 horizontal to 1 vertical slopes or flatter for sandy material are generally required, unless
technical justification can be provided to allow steeper slopes.
Mining will be performed using the bench method for safety, access and to reduce slope
instability thus preventing slides and the associated dangers. Proper sloping of all wastepiles
will be observed final slopes will not exceed an angle of 2:1.
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APPLICATION FOR A 11*ING PERMIT �
b. Provide a cross-section on the mine maps) for all fill slopes (berms, wastepiles, overburden
disposal areas, etc.), clearly indicating the intended side slope gradient, installation of any benches
and/or slope drains (with supporting design information) if needed and the method of final
stabilization.
See Attached
c. In excavation(s) of unconsolidated (non -rock) materials, s ecify the angle of all cut slopes including
specifications for benching and sloping. Cross-sectionsor all cut slopes must be provided on the
mine map(s).
See Attached
d. In hardrock excavations, specify proposed bench widths and heights in feet. Provide cross -sections
of the mine excavation clearly noting the angles of the cut slopes, widths of all safety benches and
mine benches, and the expected maximum depth of the excavation.
See Attached
7. Describe other methods to be taken during mining to prevent physical hazard to any neighboring dwelling
house, public road, public, commercial or industrial building from any mine excavation. Locate all such
structures on the mine map if they are within 300 feet of any proposed excavation.
See Attached
8. Describe what kind of barricade will be used to prevent inadvertent public access along any high wall area
and when it will be implemented. Vegetated earthen berms, appropriate fencing and adequate boulder
barriers may be acceptable high wall barricades. A construction detail/cross-section and location of each
type of barricade to be used must be indicated on the mine map(s).
See Attached details of barricades used to prevent entry to the mine site.
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APPLICATION FOR A MIIVIIVG PERNIIT 11Q�
9. Are acid producing minerals or soils present? Yes ❑ No X.
If yes, how will acid water pollution from the excavation, stockpiles and waste areas be controlled?
10. a. Describe specific plans (including a schedule of implementation) for screening the operation from
public view such as maintaining or planting trees, bushes or other vegetation, building berms or other
measures. Show the location of all visual screening on the mine map(s) and provide cross -sections
through all proposed berms or proposed spacing, sizes and species for tree plantings.
The remote location of the site prevents public viewing from all but 1 residential home. All
onsite trees will be left to screen the mine site from the view of this dwelling, and Altapass
Road. The mine site cannot be seen from the road in summer when leaves are on the trees.
b. Could the operation have a significantly adverse effect on the purposes of a publicly owned park,
forest or recreation area? If so, how will such effects (i.e., noise, visibility, etc.) be mitigated?
No Parks are located near the mine site.
11. Will explosives be used? Yes X No ❑.
If yes, specify the types of explosive(s) and describe what precaution(s) will be used to prevent physical
hazard to persons or neighboring property from flying rocks or excessive air blasts or ground vibrations.
Depending on the mine's location to nearbystructures, more detailed technical information may be
required on the blasting program (such as a thid-party blasting study). Locate the nearest of.`site occupied
structures to the proposed excavations on the mine ma and indicate its approximate di, tance to the
O P P O P PP :�
proposed excavation.
See Attached Blasting plan and see nine map for dwelling location and distance
12. Will fuel tanks, solvents, or other chemical reagents be stored on -site? Yes ❑ No X.
If yes, describe these materials, how they will be stored and method of containment in case of spill. Indicate
the location(s) of all storage facilities on the mine map(s).
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APPLICATION FOR A MINING PERMIT �
D. RECLAMATION PLAN
1. Describe your intended plan for the final reclamation and subsequent use of all affected lands and indicate
the sequence and general methods to be used in reclaiming this land. This must include the method of
reclamation of settling ponds and/or sediment control basins and the method of restoration or establishment
of any permanent drainage channels to a condition minimizing erosion, siltation and other pollution. This
information must be illustrated on a reclamation map and must correspond directly with the information
provided on the mine map(s). In addition, design information, including typical cross -sections, of any
permanent channels to be constructed as part of the reclamation plan and the location(s) of all permanent
channels must be indicated on the reclamation map.
Any and all buildings usable as real property will remain intact as well as the entrance road for access
and any roads needed to access adjoining farm property. Buildings and outside equipment not usable
will be torn down, removed and recycled and the areas graded and sloped to blend with surrounding
topography. All soil and erosion control measures will be left in place (as feasible) until all areas are
stable. When the areas are stable, the controls will be removed and or converted to armored ditches.
Any highwall left will be protected by a permanent fence, or other barriers to prevent access and warn
of danger.
2. Is an excavated or impounded body of water to be left as a part of the reclamation? Yes X No ❑.
If yes, illustrate the location of the body(s) of water on the reclamation map and provide a scaled
cross -sections) through the proposed body(s) of water. The minimum water depth must be at least 4 feet,
measured from the normal low water table elevation, unless information is provided to indicate that a more
shallow water body will be productive and beneficial at this site.
Will the bod (s) of water be stocked with fish? Yes ❑ No X.
If yes, specify species.
3. Describe provisions for safety to persons and to adjoining property in all completed excavations in rock
including what kind of permanent barricade will be left. Acceptable permanent barricades are appropriate
fencing, large boulders placed end -to -end, etc. Construction details and locations of all permanent
barricades must be shown on the reclamation map.
See attached fencing and barricade details.
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APPLICATION FOR A G PERMIT �
4. Indicate the methods), of reclamation of overburden, refuse, spoil banks or other such on -site mine waste
areas, including specifications for benching and sloping. Final cross -sections and locations for such
areas must be provided on the reclamation map.
All waste materials will be dumped in levels not to exceed 45' in height. A 8' (minimum) bench will be
used to carry runoff from slopes above. Finished slopes will be a minimum of 2:1 and flatter as
natural slope permits.
5. a. Describe reclamation of processing facilities, stockpile areas, and on -site roadways.
Any and all buildings usable as real property will remain intact as well as the entrance road for access
and any roads needed to access adjoining property and farmlands. Buildings and outside equipment
not usable will be torn down, removed and recycled and the areas graded and sloped to blend with
surrounding topography.
b. Will any on -site roadways be left as part of the reclamation? Yes X No ❑.
If yes, identify such roadways on the reclamation map and provide details on permanent road and ditch
line stabilization.
The existing farm road will be left as an access to the farmlands past the mining site.
b. Describe the method of control of contaminants and disposal of scrap metal, junk machinery, cables, or
other such waste products of mining. (Note definition of refuse in The Mining Act of 1971.)
No off -site genes; waste shall be disposed of on the mine site without prior written approval
from the NC Department of Environment and Natural Resources, Land Quality Section and either
the Division of Waste Management (DWM) or local governing body. If a disposal permit has been
issued by DWM for the site, a copy of said permit must be attached to this application. All
temporary and permanent refuse disposal areas must be clearly delineated on the mine map(s) and
reclamation map, along with a list of items to be disposed in said areas.
Solid Waste generated by the mining activity will be shipped offsite for proper disposal. Scrap metal
and other usable materials will be recycled on as regular and as needed basis. Any lay down yard for
used equipment and spare parts will be maintained in a neat and orderly fashion.
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APPLICATION FOR A 1 bIkING PERMIT
Describe your plan for revegetation or other surface treatment of the affected areas. This plan must
include recommendations for year-round seeding, including the time of seeding and the amount and type
of seed, fertilizer, lime and mulch per acre. The recommendations must include general seeding
instructions for both permanent and temporary revegetation. Revegetation utilizing only tree plantings is
not acceptable. Recommendations can be sought from:
a. Authorized representatives of the local Soil and Water Conservation District;
b. Authorized representatives of the Division of Forest Resources, Department of Environment and
Natural Resources;
c. Authorized county representatives of the North Carolina Cooperative Extension Service, specialists
and research faculty with the Colleges of Agriculture and Life Sciences and Forest Resources at
North Carolina State University;
d. North Carolina licensed landscape architects;
e. Private consulting foresters referred by the Division of Forest Resources, Department of
Environment and Natural Resources;
f. N.C. Erosion and Sedimentation Control Planning and Design Manual;
g. N.C. Surface Mining Manual: A Guide for Permitting, Operation and Reclamation;
h. Others as may be approved by the Department.
LIME - RATE OF APPLICATION (tons/acre):
FERTILIZER - ANALYSIS AND RATE OF APPLICATION (pounds/acre):
SEED - TYPE(S) AND RATE(S) OF APPLICATION INCLUDING YEAR-ROUND SEEDING
SCHEDULE (pounds/acre): [NOTE: Include Legumes]
Seed Types: Seeding Dates: Seeding Rates:
See Attached
MULCH - TYPE AND RATE OF APPLICATION (pounds/acre) AND METHOD OF ANCHORING:
OTHER VEGETATIVE COVERS — TYPE (S) AND RATE (S) OF APPLICATION INCLUDING
SEEDING SCHEDULE (pounds/acre, trees/acre, spacing of trees/shrubs, etc):
Revegetation and/opreffiorVdtion plan approved by:
Signature / _ Date ' �O
Print Name: Thomas Freeman
Title _Certified Professional in Soil and Erosion Control
Agency CPESC
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APPLICATION FOR A 1TING PERMIT �'
E. DETERMINATION OF AFFECTED ACREAGE AND BOND
The following bond calculation worksheet is to be used to establish an appropriate bond (based upon a range
of S500 to S5, 000 per affected acre) for each permitted mine site based upon the acreage approved by the
Department to be affected during the life of the miningpermit. Please insert the approximate acreage, for each
asnect ofthe mining operation. that you intend to affect during the life ofthis mining permit (in addition, vlease
insert the avvrovriate reclamation cost/acre for each category from the Schedule of Reclamation Costs
provided with this application form) OR you can defer to the Department to calculate
your bond for you based
yRonyouur maps and standard reclamation costs:
AFFECTED RECLAMATION
RECLAMATION
CATEGORY ACREAGE COST/ACRE*
COST
Tailings/Sediment Ponds: Ac. X $ /Ac.
_ $
Stockpiles: Ac. X $ /Ac.
_ $
Wastepiles: Ac. X $ /Ac.
_ $
Processing Area/Haul Roads: Ac. X $ /Ac.
_ $
Mine Excavation: Ac. X $ /Ac.
_ $
Other: Ac. X $ /Ac.
_ $
TOTAL AFFECTED AC.: Ac.
(TOTAL PERMITTED AC.: Ac.)
Temporary & Permanent Sedimentation & Erosion Control Measures:
Divide the TOTAL AFFECTED AC. above into the following two categories: a) affected acres that drain into
proposed/existing excavation and/or b) affected acres that will be graded for positive drainage where measures will
be needed to prevent offsite sedimentation and sedimentation to onsite watercourses and wetlands.
a) Internal Drainage Ac.
b) Positive Drainage Ac. X $1,500.00 = $
SUBTOTAL COST: $
Inflation Factor:
0.02 X SUBTOTAL COST: $ X Permit Life (1 to 10 years):
INFLATION COST: $
TOTAL COST = SUBTOTAL COST + INFLATION COST = $
Total Reclamation Bond Cost: $
(round down to the nearest $100.00)
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APPLICATION FOR A ITING PERMIT �
F. NOTIFICATION OF ADJOINING LANDOWNERS
The "Notice" form, or a facsimile thereof, attached to this application must be sent certified or registered mail,
return receipt requested, to:
(1) the chief administrative officer of each county and municipality in which any part of the permitted
area is located as indicated on the mine map(s);
(2) all owners of record, both public and private, of all tracts of land that are adjoining the mining
permit boundary; if an adjoining tract is owned or leased by the applicant or is owned by the lessor
of the mine tract, all owners of record of tracts adjoining these tracts must be notified (that are
within 1,000 feet of the mining permit boundary) as indicated on the mine map(s); and
(3) all owners of record, both public and private, of all tracts of land that are adjoining the mining
permit boundary which lie directly across and are contiguous to any highway, creek, stream, river,
or other watercourse, railroad track, or utility or other public right-of-way. If an adjoining tract is
owned or leased by the applicant or is owned by the lessor of the mine tract, all owners of record of
tracts adjoining these tracts must be notified (that are within 1,000 feet of the mining permit
boundary) as indicated on the mine map(s). "Highway" means a road that has four lanes of travel
or less and is not designated as an Interstate Highway.
The only exception to the above method of giving notice is if another means of notice is approved in advance by
the Director, Division of Land Resources.
A copy of a tax map (or other alternative acceptable to the Department) must be mailed with the completed
"Notice" form (the proposed overall permit boundaries and the names and locations of all owners of
record of lands adjoining said boundaries must be clearly denoted on the tax map).
The "Affidavit of Notification" attached to this application must be completed, notarized and submitted to the
Department, with the remainder of the completed application form, before the application will be considered
complete.
THIS SECTION MUST BE COMPLETED FOR ALL APPLICATIONS FOR NEW MINING PERMITS
AND ALL MODIFICATIONS OF A MINING PERMIT TO ADD LAND TO THE PERMITTED AREA, AS
REQUIRED BY NCGS 74-50(bl).
SEE THE NEXT TWO PAGES FOR THE "NOTICE" FORM AND THE "AFFIDAVIT OF
NOTIFICATION"
-15-

u
NOTICE
Pursuant to provisions G.S. 74-50(bl) of The Mining Act of 1971, Notice is hereby given that
has applied on
(Date)
to the Land Quality Section, Division of Land Resources, North Carolina Department of Environment
and Natural Resources, 1612 Mail Service Center, Raleigh, North Carolina 27699-1612, for (check one):
X anew surface mining permit,
❑ a modification of an existing surface mining permit to add land to the permitted area; or
❑ a modification of an existing surface mining permit to add land to the permitted area with no disturbance
in the area proposed. Please note that future modification(s) may be submitted by the applicant to
allow disturbance within this area without re -notification of adjoining landowners.
The applicant proposes to mine Granite on 4.4 acres located 2.7
(Mineral, Ore) (Number) (Miles)
E-SE of Downtown of Spruce Pine off/near road Off Altapass Road
ire (Dction) (Nearest Town) (Number/Name)
in Mitchell County.
*SEE ATTACHED MAP FOR PROPOSED PERMIT BOUNDARIES AND CORRESPONDING
ADJOINING LANDOWNER NAMES AND LOCATIONS*
in accordance with G.S. 74-50(bl), the mine operator is required to make a reasonable effort, satisfactory to the
Department to notify all owners of record, both public and prvate, of all tracts of land that are adjoining the mining
permit boundary; if an adjoining tract is owned or leased by the a phcant or is owned by the lessor of the mine tract,
all owners of record of tracts adjoming these tracts must be notified (that are within 1,000 feet of the mining permit
boundary). In addition the mine operator must also notify the chief administrative officer of the county or
municipality in which any part of the permitted area is located. Any person may file written comment(s) to the
Department at the above address within thirty (30) days of the issuance of this Notice or the filing of the application
for a permit, whichever is later. Should the Department determine that a significant public interest exists relative to
G.S. 74-51, a public hearing will beheld within 60 days of the end of the 30-day comment period specified above.
A copy of the permit application materials is on file and available for public review during normal business
hours at the above listed address as well as at the appropriate regional office. For information regarding i
9) 733-4574.
JD, Jo Etta, Coy & Billie June Hollifield
(Addressee/Owner of Record's
Name and Address)
(Date of Issuance of this Notice/
Mailed to Addressee/Owner of Record)
Mi
Merle D Andrews, Blue Ridge Quarries, Inc_
(Name of Applicant: Include Contact Person
& Company Name, if Applicable)
8487 US Highway 221 North, Marion, NC 28752_
(Address of Applicant)
-16-

APPLICATION FOR A MMING PERMIT
*9/
AFFIDAVIT OF NOTIFICATION
I, Merle D. Andrews _, an applicant, or an agent, or employee ofan applicant, fora new Mining Permit, or a
modification of an existing Mining Permit to add land to the permitted area, from the N.C. Department of
Environment and Natural Resources, being first duly sworn, do hereby attest that the following are all known owners
of record, both public and private, of all tracts of land that are adjoining the mining permit boundary (including,
where an adjoining tract is owned or leased by the applicant or is owned by the lessor ofthe mine tract, all owners of
record of tracts adjoining these tracts, that are within 1,000 feet ofthe mining permit boundary) and that notice ofthe
pending application has been caused to be mailed, by certified or registered mail, return receipt requested, to said
owners of record at their addresses shown below, such notice being given on a form provided by the Department:
(Adjoining Landowner Name)
Mike and Ruth Queen
Matthew Laws
Baron & Mary Mack
Mitchell Lumber Company
Evelyn Hall
Mark Greene
(Address)
2533 Altapass Road, Spruce Pine, 28777
465 Laws Branch Road, Green Mountain, NC 28740
P.O. Box 128, Fort Mill, SC 29716
55 Altapass Road, Spruce Pine, NC 28777
285 Humpback Mountain Road, Spruce Pine, NC 28777
851 Washburn Road, Spruce Pine, NC 28777
(Attach additional list if necessary)
I do also attest that the following individual is the chief administrative officer ofthe county or municipality in which
any part of the permitted area is located and that notice of the pending application has been caused to be mailed, by
certified or registered mail, return receipt requested, to said office at the following address:
(Chief Administrative Officer Name)
[i.e.: City Manager, County Manager, Mayor, etc.]
(Address)
Charles Vines, Mitchell County Manaaer Crimson Laurel Way, Bakersville, NC 28705
The above attestation was made by me while under oath to provide proof satisfactory to the Department that a
reasonable effort has been made to notify all known owners of record, both public and private, of all tracts of land
that are adjoining the mining permit boundary (including, where an adjoining tract is owned or leased by the
applicant or is owned by the lessor of the mine tract, all owners of record of tracts adjoining these tracts, that are
within 1,000 feet of the mining permit boundary) and the chief administrative officer of the county or municipality in
which any part of the permitted area is located in compliance with N.C.G.S. 74-50(bl) and 15A NCAC 5B .0004(d).
I understand that it is the responsibility of the applicant to retain the receipts of mailing showing that the above
notices were caused to be mailed and to provide them to the Department upon request.
0, aA_ Ate- �Q� ? — fe2
Signature of Applicant or Agent Date
If person executing Affidavit is an agent or employee of an applicant, provide the following information:
Name of applicant: Merle D. Andrews
Title of person executing Affidavit
I, a Notary Public of the County of _
State of North Carolina, do hereby certify that
appeared before me this day and under oath acknowledged that the above Affidavit was
Witness my hand and notarial seal, this day of
Notary: my Commission expires: _
-17-

APPLICATION FOR A N*16NG PERMIT
n�
G. LAND ENTRY AGREEMENT
� ,
We hereby grant to the Department or its appointed represents the right of entry and travel upon our lands
or operation during regular business hours for the purpose of making necessary field inspections or investigations as
may be reasonably required in the administration of the Mining Act of 1971 pursuant to G.S. 74-56.
We further grant to the Department or its appointed representatives the right to make whatever entries on the
land as may be reasonably necessary and to take whatever actions as may be reasonably necessary in order to carry
out reclamation which the operator has failed to complete in the event a bond forfeiture is ordered pursuant to G.S.
74-59.
LANDOWNER:
Signature:
Signature:
Signature:
Signature:
Print Name: JD & Jo Etta Hollifield
Print Name: Co & Billie June Hollifield
(Title, if applica le)
Company Landowners of Record
(If applicabTe)
Address: 174 Bidfield Ridge Road
Spruce Pine, NC 28777
Telephone: (828 ) -765-9513
Date Signed:
APPLICANT:
Signature:* /%. /,it.��
Print Name: Merle D Andrews
Title: President
Company: Blue Ridge Ouarries, Inc.
Mine Name: Steel Gray Mine
Telephone: (828 )-756-4651
Date Signed: Aa;t — f — /y
*Signature must be the same as the individual who signed Page 1 of this application.
or money c
sent to the
form.
apartment of Environment and Natural Resources must be
at the address listed on the front cover of this application
Inquiries regarding the status of the review of this application should be directed to the Mining Program staff at
[phone].

APPLICATION FOR A MIN' 7 PERMIT
O.o
MINING FEE SCHEDULE
A nonrefundable permit application processing fee when filing for a new mining permit, a major permit modification or a renewal permit is
required as follows:
0-25 acres 26+acres
New Permit Applications $3,750.00 $5,000.00
Permit Modifications $750.00 $1,000.00
Permit Renewals $750.00 $1,000.00
Transfers/Minor Modifications* $100.00 $100.00
" A nonrefundable $100.00 permit application processing fee is required for minor permit modifications. Minor permit modifications include ownership transfers, name
changes, bond substitutions and permit renewals where the mine is inactive and fully stabilized. A minor permit modification also includes lands added to a permitted area,
outside of the minimum permit butter zone requirements, when no plans for mining related disturbance of the added lands have been approved. All other changes are
considered major permit modifications.
Acres for new permits and renewal permits means the total acreage at the site. Acres for major modification of permits means that area of land affected by the modification
within the permitted mine area, or any additional land that is to be disturbed and added to an existing permitted area, or both.
19-

APPLICATION FOR A MIN' PERMIT
There are seven Land Quality Section (LQS) Regional Offices. Use the map below to locate the Regional Office
serving your county.
Asheville Regional Office
• Counties: Avery, Buncombe, Burke, Caldwell, Cherokee, Clay, Graham, Haywood, Henderson, Jackson,
Macon, Madison, McDowell, Mitchell, Polk, Rutherford, Swain, Transylvania, Yancey
• Address: 2090 U.S. Highway 70, Swannanoa, NC 28778
• Voice:828.296.4500
• FAX:[phone]
Fayetteville Regional Office
• Counties: Anson, Bladen, Cumberland, Harnett, Hoke, Montgomery, Moore, Richmond, Robeson, Sampson,
Scotland
• Address: 225 Green Street, (Systel Building), Suite 714, Fayetteville, NC 28301-5094
• Voice:910.433.3300
• FAX:[phone]
Mooresville Regional Office
• Counties: Alexander, Cabamis, Catawba, Cleveland, Gaston, Iredell, Lincoln, Mecklenburg, Rowan, Stanly,
Union
• Address: 610 East Center Ave., Suite 301, Mooresville, NC 28115
• Voice:704.663.1699
• FAX:[phone]
Raleigh Regional Office
• Counties: Chatham, Durham, Edgecombe, Franklin, Granville, Halifax, Johnston, Lee, Nash, Northampton,
Orange, Person, Vance, Wake, Warren, Wilson
• Address: 1628 Mail Service Center, Raleigh, NC 27699-1628 or 3800 Barrett Drive, Raleigh, NC 27609
• Voice:919.791.4200
• FAX:[phone]
Washington Regional Office
• Counties: Beaufort, Bertie, Camden, Chowan, Craven, Currituck, Dare, Gates, Greene, Hertford, Hyde, Jones,
Lenoir, Martin, Pamlico, Pasquotank, Perquimans, Pitt, Tyrrell, Washington, Wayne
• Address: 943 Washington Square Mall, Washington, NC 27889
• Voice:252.946.6481
• FAX:[phone]
20 -

APPLICATION FOR A MIN', PERMIT �
LAND QUALITY REGIONAL OFFICES (continued)
Wilmington Regional Office
• Counties: Brunswick, Carteret, Columbus, Duplin, New Hanover, Onslow, Pender
• Address: 127 Cardinal Drive Extension, Wilmington, NC 28405
• Voice:910.796.7215
• FAX:[phone]
Winston-Salem Regional Office
• Counties: Alamance, Alleghany, Ashe, Caswell, Davidson, Davie, Forsyth, Guilford, Rockingham, Randolph,
Stokes, Surry, Watauga, Wilkes, Yadkin
• Address: 585 Waughtown Street, Winston-Salem, NC 27107
• Voice:336.771.5000
• FAX:[phone]
-21-

APPLICATION FOR A MIN'y '"s PERMIT
SCHEDULE OF RECLAMATION COSTS
Based upon ranee of $500 - $5,000 per affected acre)
COMMODITY CODES: SG = Sand and/or Gravel, GS = Gemstone, Borrow = Borrow/fill dirt, CS = Crushed Stone,
DS = Dimension Stone, FS = Feldspar, MI = Mica, LI = Lithium, PF = Pyrophyllite, OL = Olivine,
KY = Kyanite/Sillimanite/Andalusite, PH = Phosphate, CL = Clay/Shale, PE = Peat, AU = Gold, TI = Titanium, and OT
= Other
Tyne
T/S Ponds
S.viles
W.niles
P.area/H.R.
Mine Excay.
SG, GS,
$500/ac.(L)
$1800/ac.
$2000/ac.
$1800/ac.
$500/ac.(L)
Borrow
1500(FI)
$2000(PD)
CS, DS,
500(L)
1800
2000
2000
500(L)
FS, MI,
1500(FI)
2500(PD)
LI, PF, OL, KY
PH
1000(L)
2500
5000
5000
2000(L)
2500(FI)
5000(PD)
CL
1000(L)
2500
5000
5000
2000(L)
2500(FI)
3700(PD)
PE, AU,
1000(L)
2500
3000
3500
2000(L)
TI, OT
2500(FI)
5000(PD)
(L) = reclamation to a lake and revegetating sideslopes
(FI) = reclamation by filling in and revegetating
(PD) = reclamation by grading for positive drainage & revegetating
AS PER NCAC 15A 5B.00039 IF YOU DISAGREE WITH THE BOND AMOUNT DETERMINED BY THE
BOND CALCULATION WORKSHEET, YOU MAY SUBMIT AN ESTIMATE OF RECLAMATION COSTS
FROM A THIRD PARTY CONTRACTOR. SAID ESTIMATE MUST BE PROVIDED WITHIN 30 DAYS TO
THE FOLLOWING ADDRESS: Mining Program, Land Quality Section, 1612 Mail Service Center, Raleigh,
North Carolina 27699-1612
ALL ESTIMATES MUST INCLUDE THE FOLLOWING, AS A MINIMUM:
• FINAL GRADING COSTS PER ACRE
• LIME AND FERTILIZER COSTS PER ACRE
• YEAR-ROUND SEEDING MIXTURE COSTS PER ACRE (FROM APPROVED REVEGETATION
PLAN IN APPLICATION/PERMIT DOCUMENT)
• MULCH AND ANCHORING COSTS PER ACRE
• ANY OTHER RECLAMATION COSTS NECESSARY TO COMPLY WITH THE APPROVED
RECLAMATION PLAN FOR THE SITE IN QUESTION
YOU WILL BE NOTIFIED AS SOON AS POSSIBLE OF THE DIRECTOR'S FINAL BOND DETERNIINATION.
-22-

r

Freeman Environmental Consulting, LLC
31 Cross Street, Suite 229, Spruce Pine, NC 28777
828-765-1515, Office 828-765-3571
e-mail: [e-mail]
April 7, 2010
Adjoining landowners
Subject: Steel Gray Mine, Blue Ridge Quarries, Inc.
Mitchell County, French Broad River Basin
To whom it may concern,
Please find attached, A Notice pursuant to NC General Statute 74-50(bI) of The Mining Act of
1971 as required by law.
The parcel or parcels of land you own are highlighted on the attached map for you convenience.
To see a larger map or discuss this mine permit please contact the state at the numbers on the
attached Notice or come by my office, call or e-mail me (contact information listed above).
Should you have questions or need further information I can be contacted at 828-765-1515
during normal business hours or at 828-765-3571 (cell) anytime.
Sincerely,
omas (T )Freeman CPESC
Freeman nvironmental Consulting, LLC
CC: MPA, BRQ & FEC files

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1. Article Addressed to:
Mark Greene
851 Washburn Road
Spruce Pine, NC 28777
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1. Article Addressed to:
Mike and Ruth Queen
2533 Altapass Road
Spruce Pine, 28777
A. Signature
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1. Article Addressed to:
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■ Print your name and address on the reverse
so that we can return the card to you.
■ Attach this card to the back of the mallpiece,
or on the front if space permits.
1. Article Addressed to:
I
Matthew Laws
465 Laws Branch Road
Green Mountain, NC 28740
I
i
A. Slgnaturd .w
X ❑ Agent
❑ Addressee
B. Received by (Printed Name) C. Date of Delivery
D. Is delivery address different from Item 1? U Yes
If YES, enter delivery address below: ❑ No
3. Service Type
2 Certified Mail ❑ Express Mail
❑ Registered JO Rehm Receipt for Merchandise
❑ Insured Mall ❑ C.O.D.
4. Restricted Delivery? (Extra Fee) ❑ Yes
2. Article Number 7007 2560 0000 8880 4685
(fransler from service labeq
f PS Form 3811. February 2004 Domestic Return Receipt 10259502-M-1540
..................JOW'n-0 `w333=. .112210'-"4:e,!syq
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seed 7t eaatsod lalol 0' Q'
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APPALACHAIN STONE, INC., BLUE RIDGE QUARRIES, INC, FCDNSU=G, LW
ammr—
TABLEROCK QUARRIES, INC. "83
MITCHELL COUNTY NORTH CAROLINA LANDCRAFT ENGINEERING PLLC
FM UCDW No. P-0740 V-1W
Project No: Drawing Title: 31 P
' m 4 SUM
000 PROPERTY OWNER EXHIBIT smm per, NC Wm 0"1-10

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VEGETATION PLAN
1. All of the disturbed area will be covered with dirt and or gravel
as needed to prepare for seeding or future use within 21 days of
completion of any phase of grading.
2. The surfaces to be seeded will be roughed and tilled to prepare
a seed bed.
3. The following Lime and fertilizer mix will be used to prepare
the soil for the seeds:
Agricultural lime 2,000#/acre
Fertilizer 1,000#/acre
4. The following seed specifications will be used paying special
attention to the date of seeding and seeds required for that
season:
Dates
Feb 15 — March 31
April 1 — July 31
Aug. 1 — Oct. 25
Oct. 26 — Feb 14
Species
Korean Lespedeza
Fescue
Redtop / Cloves
Winter Rye (grain)
Common Bermuda
Lespedeza (unscarified)
German Millet
Rye (grain — temporary)
Spring / Summer Mixture (Mayl — September 15)
Browntop Millet
Korean Lespedeza
VA 70 Lespedeza
Rate #/acre
10
40
1
15
50
30
40
120
20
20
1

J
Vegetation Plan page 2
Fall / Winter (September 16 — April 30)
Rye (grain) 120
Korean Lespedeza 20
VA 70 Lespedeza 1
One of the following may also be added to the above mixture
Crown Vetch 5
Ladino Clover 5
Alfalfa 5
5. Surface mulch shall be applied after seeding to provide a means
of controlling runoff and erosion in disturbed areas. Straw
mulch shall be applied at the rate of 1 ton per acre. Straw
should be dry, unchopped, unweathered and free of weeds.
Wheat or oat straw is preferred and can be spread by machine
or hand. Straw must be tacked down to avoid loss by wind.
6. After a vegetation growth is established, fertilization will
continue as needed until a sod layer is established.
7. Decorative landscaping may be added later as a beautification
project in stable areas, but only in areas not subject to erosion
and heavy runoff.
8. In areas where shade is dominating the mixture should
substitute Orchard Grass and or Blue Grass for Fescue.
9. Temporary seeding should be performed using 40 pounds of
German Millet or Rye (grain) per acre and the fertilizer and lime
mix above.
10. Top dressing should be performed within 6 months if a vigorous
growth has net been established.

�40) 1114�
Practice Standards and Specifications
6.03
Definition Roughening abase soil surface with horizontal grooves running across the slope,
stair stepping, or tracking with construction equipment.
Purpose To aid the establishment of vegetative cover from seed, to reduce runoff velocity
and increase infiltration, and to reduce erosion and provide for sediment trap-
ping.
Conditions Where All construction slopes require surface roughening to facilitatestabilization with
Practice Applies vegetation, particularly slopes steeper than 3:1.
Planning Rough slope surfaces are preferred because they aid the establishment of vegeta-
Co n s i d e rati o n s don, improve water infiltration, and decrease runoff velocity. Graded areas with
smooth, hard surfaces may be initially attractive, but such surfaces increase the
potential for erosion. A rough, loose soil surface gives a mulching effect that
protects lime, fertilizer, and seed. Nicks in the surface are cooler and provide
more favorable moisture conditions than hard, smooth surfaces; this aids seed
germination.
Figure 6.03a Bulldozer treads create
grooves perpendicular to the slope. The
slope face should not be back -bladed
during the final grading operation (source:
Va SWCC).
There are different methods for achieving a roughened soil surface on a slope,
and the selection of an appropriate method depends upon the type of slope.
Roughening methods include stair -step grading, grooving, (Figure 6.03a). and
tracking. Factors to be considered in choosing a method are slope steepness,
mowing requirements, and whether the slope is formed by cutting or filling.
f
.46
. • ass; ' , �l � „�9,��� , � �-
6.03.1

�Q ✓
Design Criteria No formal design is required.
Construction CUT SLOPE ROUGHENING FOR AREAS NOT TO BE MOWED
Specifications Stair -step grade or groove cut slopes with a gradient steeper than 3:1 (Figures
6.03b and 6.03c).
Use stair -step grading on any erodible material soft enough to be ripped with a
bulldozer. Slopes consisting of soft rock with some subsoil are particularly
suited to stair -step grading.
Make the vertical cut distance less than the horizontal distance, and slightly
slope the horizontal position of the "step" in toward the vertical wall.
Do not make individual vertical cuts more than 2 feet in soft materials or more
than 3 feet in rocky materials.
Grooving uses machinery to create a series of ridges and depressions that run
across the slope (on the contour).
Groove using any appropriate implement that can be safety .operated on the
slope, such as disks, tillers, spring harrows, or the teeth on a front-end loader
bucket. Do not make such grooves less than .3 inches deep nor more than 15 in-
ches apart.
FILL SLOPE ROUGHENING FOR AREAS NOT TO BE MOWED
Place fill slopes with a gradient steeper than 3:1 in lifts not to exceed 9 inches,
and make sure each lift is properly compacted. Ensure that the face of the slope
consists of loose, uncompacted fill 4 to 6 inches deep. Use grooving, as
described above, to roughen the face of the slopes, if necessary.
Do not blade or scrape the final slope face.
CUTS, FILLS, AND GRADED .AREAS THAT WILL BE MOWED
Make mowed slopes no steeper than 3:1.
Roughen these areas to shallow grooves by normal tilling, disking, harrowing,
or use of culdpacker-seeder. Make the final pass of any such tillage implement
on the contour.
Make grooves formed by such implements close together (less than 10 inches)
and not less than I inch deep.
Excessive roughness is undesirable where mowing is planned.
ROUGHENING WITH TRACKED MACHINERY
Limit roughening with tracked machinery to sandy soils to avoid undue com-
paction of the soil surface. Tracking is generally not as effective as the other
roughening methods described.
Operate tracked machinery up and down the slope to leave horizontal depres-
sions in the soil. Do not back -blade during the final grading operation:
6.03.2

Practice Standards and Specifications
,a,,:•:
Debris from slope ---
above is caught
by steps.
s.
2-3 '
Drainage
(depending on material)
4----- Greater —�
than vertical
�li(1�1iII�IIf{11=-
Figure 6.03b Stair stepping cut slopes (modified from Va SWCC).
Groove by cutting furrows
aiongthe contour. Irregularities
in the soil surface catch rainwater
and retain lime, fertilizer, and seed,
Figure 6.03c Grooving slopes (modified from Va SWCC).
T`,1 {m
f= 4
TTI —
'f it
1-3 it
6.03.3

1q1P'
Seeding --Immediately seed and mulch roughened areas to. obtain optimum
seed germination and growth.
Maintenance Periodically check the seeded slopes for rills and washes. Fill these areas slight-
ly above the original grade, then reseed and mulch as soon as possible.
References Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.14, Mulching
Chapter 3, Vegetative Considerations
6.03.4

USDA United States
Department of
Agriculture
- MRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Mitchell County,
North Carolina
Steel Gray Mine
March 29, 2010

Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certain
conservation and engineering applications. For more detailed information, contact
your local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app?
agency=nres) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/
state_officest .
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means

for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at [phone] (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call [phone]
(voice) or [phone] (TDD). USDA is an equal opportunity provider and
employer.

Ems! \%W/
Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................7
SoilMap................................................................................................................8
Legend..................................................................................................................9
MapUnit Legend..... ....................................................... o .......... 00 ....................... 10
MapUnit Descriptions.................................................................................0......10
Mitchell County, North Carolina......................................................................12
DrD—Dillsboro clay loam, 15 to 30 percent slopes, stony ..........................12
FeC2—Fannin sandy clay loam, 8 to 15 percent slopes, eroded................12
FeD2—Fannin sandy clay loam, 15 to 30 percent slopes, eroded..............13
FeE2—Fannin sandy clay loam, 30 to 50 percent slopes, eroded..............14
RoA—Rosman fine sandy loam, 0 to 3 percent slopes, occasionally
flooded..................................................................................................15
Ud--Udorthents, loamy...............................................................................16
W—Water....................................................................................................16
References............................................................................................................18

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil -vegetation -landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the

Custom Soil Resource Report
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil -
landscape model and predictions and to verify the classification of the soils at speck
locations. Once the soil -landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field -observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a speck level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

Custom Soil Resource Report
Soil Map
35. 54 13"
35. 54' 1'
Map Scale: 1:2,620 it printed on A size (8.5' x 11") sheet. b
N Meters g
m 0 35 70 140 210
Feet
0 100 200 400 600
35' 54 13"
35' 54' 1'

Custom Soil Resource Report
MAPLEGEND
MAP INFORMATION
Area of Interest (AOI)
([) Very Stony Spot
Map Scale: 1:2,620 if printed on A size (8.5" + 11') sheet.
F]
Area of Interest (AOI)
Wet Spot
The soil surveys that comprise your AOI were mapped at 1:12,000.
Soils
� other
Soil Map Units
Special Line Features
Please re on the bar scale on each ma sheet for accurate ma
y P p
Special
Point Features
Gully
measurements.
V
Blowout
... Short Steep Slope
Source of Map: Natural Resources Conservation Service
®
Borrow Pit
... Other
Web Soil Survey URL: httpl/websoilsurvey.nres.usda.gov
X
Clay spot
Coordinate System: UTM Zone 17N NAD83
Political Features
e
Closed Depression
Cities
This product is generated from the USDA -MRCS certified data as of
X
Gravel Pit
Water Features
the version date(s) listed below.
Gravelly Spot
0 Oceans
Soil Survey Area: Mitchell County, North Carolina
®
Landfill
Streams and Canals
Survey Area Data: Version 5, Jan 25, 2008
A
Lave Flow
Transportation
Rails
Date(s) aerial images were photographed: a1V2006
41&
Marsh or swamp
+++
x
Mine or Quarry
N Interstate Highways
The orthophoto or other base map on which the soil lines were
US Routes
compiled and digitized probably differs from the background
po
Miscellaneous Water
imagery displayed on these maps. As a result, some minor shifting
p
Perennial Water
Major Roads
of map unit boundaries may be evident.
V
Rock Outcrop
N Local Roads
}
Saline Spot
Sandy Spot
Severely Eroded Spot
p
Sinkhole
�r
Slide or Slip
0
Sodic Spot
9
Spoil Area
Q
Stony Spot

Custom Soil Resource Report
Map Unit Legend
Mitchell County, North Carolina (NC121)
Map Unit Symbol
Map Unit Name
Acres In A01
Percent of A01
DrD
Dillsboro day loam, 15 to 30 percent slopes, stony
1.3
5.9%
FeC2
Fannin sandy day loam, 8 to 15 percent slopes,
eroded
1.9
8.5°%
FeD2
I Fannin sandy day loam, 15 to 30 percent slopes,
I eroded
3.1
13.5%
FeE2
Fannin sandy day loam, 30 to 50 percent slopes,
eroded
7.7
33.6%
RoA
+ Rosman fine sandy loam, 0 to 3 percent slopes,
occasionally flooded
5.6
24.8%
Ud
Udorthents, loamy
0.3
1.4%
W
Water
2.8
12.3°%
Totals for Area of Interest
22.8
100.0°%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
10

Custom Soil Resource Report
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
11

�4=v
Custom Soil Resource Report
Mitchell County, North Carolina
DrD—Dillsboro clay loam,15 to 30 percent slopes, stony
Map Unit Setting
Elevation: 1,400 to 3,500 feet
Mean annual precipitation: 45 to 65 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period. 100 to 150 days
Map Unit Composition
Dillsboro, stony, and similar soils: 75 percent
Description of Dillsboro, Stony
Setting
Landform: Fans, stream terraces
Landfonn position (two-dimensional): Shoulder, backslope
Landform position (three-dimensional): Tread
Down -slope shape: Linear
Across -slope shape: Convex
Parent material. Old alluvium and/or old colluvium derived from igneous and
metamorphic rock
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: More than 80 inches
Drainage class. Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available watercapacity. High (about 10.8 inches)
Interpretive groups
Land capability (nonirrigated): 4e
Typical profile
0 to 13 inches. Clay loam
13 to 72 inches: Clay
72 to 87 inches: Cobbly sandy clay loam
FeC2—Fannin sandy clay loam, 8 to 15 percent slopes, eroded
Map Unit Setting
Elevation: 1,400 to 3,500 feet
Mean annual precipitation: 45 to 65 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period. 130 to 180 days
12

Custom Soil Resource Report
Map Unit Composition
Fannin, moderately eroded, and similar soils. 80 percent
Description of Fannin, Moderately Eroded
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Mountaintop, crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from mica schist and/or micaceous gneiss
and/or micaceous metamorphic rock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding. None
Available water capacity: Moderate (about 7.3 inches)
Interpretive groups
Land capability (nonialgated): 3e
Typical profile
0 to 3 inches: Sandy clay loam
3 to 31 inches. Sandy clay loam
31 to 80 inches. Fine sandy loam
FeD2—Fannin sandy clay loam,16 to 30 percent slopes, eroded
Map Unit Setting
Elevation: 2,200 to 3,550 feet
Mean annual precipitation: 40 to 54 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period. 130 to 180 days
Map Unit Composition
Fannin, moderately eroded, and similar soils. 75 percent
Description of Fannin, Moderately Eroded
Setting
Landform: Ridges
Down -slope shape: Convex
Across -slope shape: Convex
Parent material. Residuum weathered from mica schist
13

Custom Soil Resource Report
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature. More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity. Moderate (about 7.3 inches)
Interpretive groups
Land capability (nonirrigated): 4e
Typical profile
0 to 3 inches: Sandy clay loam
3 to 39 inches: Sandy clay loam
39 to 80 inches: Fine sandy loam
FeE2—Fannin sandy clay loam, 30 to 50 percent slopes, eroded
Map Unit Setting
Elevation: 1,400 to 3,500 feet
Mean annual precipitation: 45 to 65 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period. 130 to 180 days
Map Unit Composition
Fannin, moderately eroded, and similar soils. 75 percent
Description of Fannin, Moderately Eroded
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Upper third of mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Parent material. Affected by soil creep in the upper solum over residuum weathered
from mica schist and/or micaceous gneiss and/or other micaceous metamorphic
rock
Properties and qualities
Slope: 30 to 50 percent
Depth to restrictive feature: More than 80 inches
Drainage class. Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding. None
Frequency of ponding: None
Available water capacity. Moderate (about 7.3 inches)
14

`Qr
Custom Soil Resource Report
Interpretive groups
Land capability (nonimigated): 6e
Typical profile
0 to 3 inches. Sandy clay loam
3 to 31 inches: Sandy clay loam
31 to 80 inches. Fine sandy loam
RoA--Rosman fine sandy loam, 0 to 3 percent slopes, occasionally
flooded
Map Unit Setting
Elevation: 1,200 to 2,800 feet
Mean annual precipitation: 35 to 70 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period. 116 to 170 days
Map Unit Composition
Rosman, occasionally flooded, and similar soils: 80 percent
Minor components. 5 percent
Description of Rosman, Occasionally Flooded
Setting
Landform: Flood plains
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Loamy and sandy alluvium
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr)
Depth to water table: About 42 to 60 inches
Frequency of flooding. Occasional
Frequency of ponding. None
Available water capacity. Moderate (about 8.5 inches)
Interpretive groups
Land capability (noninigated): 2w
Typical profile
0 to 10 inches. Fine sandy loam
10 to 59 inches: Fine sandy loam
59 to 80 inches: Fine sandy loam
Minor Components
Toxaway, undrained
Percent of map unit. 5 percent
Landform: Depressions on flood plains
15

,AN;/
Custom Soil Resource Report
Down -slope shape: Linear, concave
Across -slope shape: Concave
Ud—Udorthents, loamy
Map Unit Setting
Elevation: 1,400 to 4,000 feet
Mean annual precipitation: 0 inches
Mean annual air temperature: 32 degrees F
Frost -free period: 0 days
Map Unit Composition
Udorthents, loamy, and similar soils: 85 percent
Description of Udorthents, Loamy
Setting
Down -slope shape: Linear, convex
Across -slope shape: Convex
Parent material• Loamy and clayey mine spoil or earthy fill derived from igneous,
metamorphic and sedimentary rock
Properties and qualities
Slope: 0 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class. Well drained
Capacity of the most limiting layer to transmit water (Ksat): Very low to very high
(0.00 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding. None
Frequency of ponding: None
Available water capacity. Moderate (about 7.2 inches)
Interpretive groups
Land capability (nonirrigated): 7e
Typical profile
0 to 80 inches. Sandy clay loam
W—Water
Map Unit Setting
Mean annual precipitation: 35 to 50 inches
Map Unit Composition
Water. 100 percent
16

Custom Soil Resource Report
Description of Water
Setting
Parent material: Water
Interpretive groups
Land capability (nonimigated): 8w
17

..
References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://soils.usda.gov/
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/
Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.glti.nres.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI, http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http:[/soils.usda.gov/
18

Custom Soil Resource Report
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210.
19

c
n

Steel Gray Mine
Sediment Trap
Trap /
Skimmer Size Drainage Area
Surface Storage Spillway
Area Volume length
T-1
16'X60'X4
0.6 acres
960ft2
3840ft3
4.0'
T-1A
10'X33'X4'
0.12 acres
330ft2
1320ft3
4.0'
T-2
20'x110'x4'
1.87 acres
2200ft2
8800ft3
6.0'
T-3
26'x100'x3'
2.12 acres
2600ft2
10400ft3
6.0'
T-4
36'x125'x4'
3.5 acres
4500ft2
18000ft3
10.0'
T-5
36'x99'x4'
1.95 acres
3564ft2
14256ft3
9.54

Runoff Calculations for Trap T-1
nocrrintinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.6
0.5
0.3
Grassland & disturbed Areas
0
0.5
0
Woodlands
0
0.3
0
Roadway ravel
0
0.65
0
Totals U.6
C = 0.3 (coef) / 0.6 (acres) = 0.5
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.5 X 7.06 X 0.6 = 2.118 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.5 X 5.21 X 0.6 = 1.563 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.5 X 8.09 X 0.6 = 2.427 cfs
U.3

P5
"Wav
Sediment Trap Trap T-1
Trapping Effeciency
Drainage Area Acres 0.6
A = 0.01 X (0) 1 2.118 = 0,021-27 X 43560 = 922.6 ft2 Required
Basin Size 16'X60'X4'(minimum)
Ft2 Surface area 960
Ft3 Storage area 3840
Trap to be cleaned at the piont where the basin no longer functions well or is at 50% capacity.

Runoff Calculations for Trap T-1A
rlacrrinfinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.21
0.5
0.105
Grassland & disturbed Areas
0
0.5
0
Woodlands
0
0.3
0
Roadway ravel
0
0.65
0
I otals u.21 u.1 ub
C = 0.105 (coef) / 0.21 (acres) = 0.5
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.5 X 7.06 X 0.21 = 0.7413 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.5 X 5.21 X 0.21 = 0.54705 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.5 X 8.09 X 0.21 = 0.84945 cfs

Sediment Trap Trap T-1A
Trapping Effeciency
Drainage Area Acres 0.21
A = 0.01 X (Q) 1 0.74 = 0.0074 X 43560 = 322.3 ft2 Required
Basin Size 10'X33'X4'(minimum)
Ft2 Surface area 330
Ft3 Storage area 1320
Trap to be cleaned at the piont where the basin no longer functions well or is at 50% capacity.

Runoff Calculations for Trap T-2
nperrintinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.75
0.5
0.375
Grassland & disturbed Areas
0
0.5
0
Woodlands
1.12
0.3
0.336
Roadway ravel
0
0.65
0
iotals 'I.bf
C = 0.711 (coef) / 1.87 (acres) = 0.3802139
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.38021 X 7.06 X 1.87 = 5.01966 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.38021 X 5.21 X 1.87 = 3.70431 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.38021 X 8.09 X 1.87 = 5.75199 cfs
U./l"I

`'O
Sediment Trap Trap T-2
Trapping Effeciency
Drainage Area Acres 1.87
A = 0.01 X (Q) 5.02 = 0.0502 X 43560 = 2186.7 ft2 Required
Basin Size 20'X110'X4'(minimum)
Ft2 Surface area 2200
Ft3 Storage area 8800
Trap to be cleaned at the piont where the basin no longer functions well or is at 50% capacity.

Runoff Calculations for Trap T-3
Description
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.5
0.7
0.35
Grassland & disturbed Areas
0
0.5
0
Woodlands
1.62
0.3
0.486
Roadway ravel
0
0.65
0
Totals 2.12
C = 0.836 (coef) / 2.12 (acres) = 0.3943396
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.39434 X 7.06 X 2.12 = 5.90216 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.39434 X 5.21 X 2.12 = 4.35556 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.39434 X 8.09 X 2.12 = 6.76324 cfs
1

Sediment Trap Trap T-3
Trapping Effeciency
Drainage Area Acres 2.12
A = 0.01 X (Q) 5.9 = 0.05-9--1 X 43560 = 2570.0 ft2 Required
Basin Size 26'X100'X4'(minimum)
Ft2 Surface area 2600
Ft3 Storage area 10400
Trap to be cleaned at the piont where the basin no longer functions well or is at 50% capacity.

Runoff Calculations for Trap T-4
rlacr•.rintinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.5
0.7
0.35
Grassland & disturbed Areas
1
0.5
0.5
Woodlands
2
0.3
0.6
Roadway ravel
0
0.65
0
C = 1.45 (coef) /
IFOWIl M
3.5 (acres) = 0.4142857
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.41429 X 7.06 X 3.5 = 10.237 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.41429 X 5.21 X 3.5 = 7.5545 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.41429 X 8.09 X 3.5 = 11.7305 cfs
1.40

Sediment Trap Trap T-4
Trapping Effeciency
Drainage Area Acres 3.5
A = 0.01 X (Q) 1 10.24 = 0.1024 1 X 43560 - 4460.5 ft2 Required
Basin Size 36'X 125'X4'(minimum)
Ft2 Surface area 4500
Ft3 Storage area 18000
Trap to be cleaned at the piont where the basin no longer functions well or is at 50% capacity.

Runoff Calculations for Trap T-5
r)Psrrintinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.85
0.7
0.595
Grassland & disturbed Areas
1.1
0.5
0.55
Woodlands
0
0.3
0
Roadway ravel
0
0.65
0
1.140
C = 1.145 (coef) / 1.95 (acres) = 0.5871795
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.58718 X 7.06 X 1.95 = 8.0837 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.58718 X 5.21 X 1.95 = 5.96545 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.58718 X 8.09 X 1.95 = 9.26305 cfs

lq�
Sediment Trap Trap T-5
Trapping Effeciency
Drainage Area Acres 1.95
A = 0.01 X (Q) 8.08 = 0.0808 X 43560 - 3519.E ft2 Required
Basin Size 36'X99'X4'(minimum)
Ft2 Surface area 3564
Ft3 Storage area 14256
Trap to be cleaned at the piont where the basin no longer functions well or is at 50% capacity.

s

Steel Gray Mine
Culvert Summary
Q10 Culvert
Culvert Diameter Sizing
C-1
15 in
7.53 cfs
C-2
15 in
6.76 cfs
C-3
15 in
11.73 cfs
C-4
15 in
9.26cfs

Runoff Calculations for Culvert C-1
Description
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.85
0.7
0.595
Grassland & disturbed Areas
0
0.5
0
Woodlands
1.12
0.3
0.336
Roadway ravel
0
0.65
0
Totals 1.97 0.931
C = 0.931 (coef) / 1.97 (acres) = 0.4725888
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.47259 X 7.06 X 1.97 = 6.57286 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.47259 X 5.21 X 1.97 = 4.85051 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.47259 X 8.09 X 1.97 = 7.53179 cfs

Project Description
Worksheet
Circular Channel - C-1
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.010
Slope
0.010000 ft/ft
Diameter
15 in
Discharge
7.53 cfs
Results
Depth
0.92 ft
Flow Area
1.0 ft2
Wetted Perimeter
2.59 ft
Top Width
1.10 ft
Critical Depth
1.09 ft
Percent Full
73.9 %
Critical Slope
0.007304 ft/ft
Velocity
7.74 ft/s
Velocity Head
0.93 ft
Specific Energy
1.86 ft
Froude Number
1.45
Maximum Discharge
9.03 cfs
Discharge Full
8.40 cfs
Slope Full
0.008041 ft/ft
Flow Type
Supercritical
15 in
0.92 A
VA
H:1
N TS

Runoff Calculations for Culvert C-2
f)ascrinfinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.5
0.7
0.35
Grassland & disturbed Areas
0
0.5
0
Woodlands
1.62
0.3
0.486
Roadway ravel
0
0.65
0
Totals 2.12
C = 0.836 (coef) / 2.12 (acres) = 0.3943396
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.39434 X 7.06 X 2.12 = 5.90216 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.39434 X 5.21 X 2.12 = 4.35556 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.39434 X 8.09 X 2.12 = 6.76324 cfs
101E-1c1-1

Project Description
Worksheet
Circular Channel - C-2
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.010
Slope
0.010000 ft/ft
Diameter
15 in
Discharge
6.76 cfs
Results
Depth
0.85 ft
Flow Area
0.9 ft2
Wetted Perimeter
2.42 ft
Top Width
1.17 ft
Critical Depth
1.04 ft
Percent Full
68.0 %
Critical Slope
0.006265 ft/ft
Velocity
7.61 ft/s
Velocity Head
0.90 ft
Specific Energy
1.75 ft
Froude Number
1.54
Maximum Discharge
9.03 cfs
Discharge Full
8.40 cfs
Slope Full
0.006481 ft/ft
Flow Type
Supercritical
15 in
0.85 it
VA
H:1
NTS

Runoff Calculations for Culvert C-3
rlacrrinfinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.5
0.7
0.35
Grassland & disturbed Areas
1
0.5
0.5
Woodlands
2
0.3
0.6
Roadway ravel
0
0.65
0
C = 1.45 (coef) /
iotais s.5
3.5 (acres) = 0.4142857
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.41429 X 7.06 X 3.5 = 10.237 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.41429 X 5.21 X 3.5 = 7.5545 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.41429 X 8.09 X 3.5 = 11.7305 cfs
1.45

Project Description
Worksheet
Circular Channel - C-3
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.010
Slope
0.020000 ft/ft
Diameter
15 in
Discharge
11.73 cfs
Results
Depth
1.01 ft
Flow Area
1.1 ft2
Wetted Perimeter
2.80 ft
Top Width
0.98 ft
Critical Depth
1.21 ft
Percent Full
80.9 %
Critical Slope
0.017197 ft/ft
Velocity
11.03 ft/s
Velocity Head
1.89 ft
Specific Energy
2.90 ft
Froude Number
1.87
Maximum Discharge
12.77 cfs
Discharge Full
11.88 cfs
Slope Full
0,019513 ft/ft
Flow Type
Supercritical
i
i 15 in
1.01 ft
i
i
VA N
H:1
N T5

Runoff Calculations for Culvert C-4
flaccrinfinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.85
0.7
0.595
Grassland & disturbed Areas
1.1
0.5
0.55
Woodlands
0
0.3
0
Roadway ravel
0
0.65
0
HIME
C = 1.145 (coef) / 1.95 (acres) = 0.5871795
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.58718 X 7.06 X 1.95 = 8.0837 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.58718 X 5.21 X 1.95 = 5.96545 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.58718 X 8.09 X 1.95 = 9.26305 cfs

Project Description
Worksheet
Circular Channel - C-4
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.010
Slope
0.020000 ft/ft
Diameter
15 in
Discharge
9.26 cfs
Results
Depth
0.83 ft
Flow Area
0.9 ft2
Wetted Perimeter
2.38 ft
Top Width
1.18 ft
Critical Depth
1.16 ft
Percent Full
66.4 %
Critical Slope
0.010516 ft/ft
Velocity
10.70 ft/s
Velocity Head
1.78 ft
Specific Energy
2.61 ft
Froude Number
2.20
Maximum Discharge
12.77 cfs
Discharge Full
11.88 cfs
Slope Full
0.012160 ft/ft
Flow Type
Supercritical
i
15
in
0.83 f1 i
VA
HA
N TS

Steel Gray Mine
Ditch Summary
Temporary Bottom Ditch
Ditch Lining Liner Width Slope
Side Velocity w/
Slope Q/cfs Rip -Rap
DB-1
Rip Rap
Rip Rap
2
6.0%
2:1
2.43
1.88
DB-2
Rip Rap
Rip Rap
2
1.0%
2:1
3.39
1.4
DB-2a
Rip Rap
Rip Rap
2
1.0%
2:1
1.36
1.08
DB-3
Rip Rap
Rip Rap
2
1.0%
2:1
4.63
2.73
DB-4
Rip Rap
Rip Rap
2
1.0%
2:1
5.55
1.24
DB-5
Rip Rap
Rip Rap
2
1.0%
2:1
1.26
0.81
DB-6
Rip Rap
I Rip Rap
3
1.0%
1 2:1
1 11.73
1.49
DB-7
I Rip Rap
I Rip Rap
2
1.0%
2:1
1 4.68
1.18
DB-8
I Rip Rap
I Rip Rap
2
1.0%
2:1
1 4.58
1.18

Runoff Calculations for Ditch DBA
nl Qprinfinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.6
0.5
0.3
Grassland & disturbed Areas
0
0.5
0
Woodlands
0
0.3
0
Roadway ravel
0
0.65
0
I otals O.b
C = 0.3 (coef) / 0.6 (acres) = 0.5
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.5 X 7.06 X 0.6 = 2.118 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.5 X 5.21 X 0.6 = 1.563 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.5 X 8.09 X 0.6 = 2.427 cfs
11M

1Qwv
M
Project Description
Worksheet
Trapezoidal Channel - DB-1
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.104
Slope
0.060000 ft/ft
Left Side Slope
2.00 V : H
Right Side Slope
2.00 V : H
Bottom Width
2.00 ft
Discharge
2.43 cfs
Results
Depth
0.56 ft
Flow Area
1.3 ft2
Wetted Perimeter
3.26 ft
Top Width
2.56 ft
Critical Depth
0.35 ft
Critical Slope
0.287796 ft/ft
Velocity
1.88 ft/s
Velocity Head
0.06 ft
Specific Energy
0.62 ft
Froude Number
0.47
Flow Type
Subcritical
Determine sheer stress: T= 62.4X 0.56 X 0.06 = 2.101b/ftz Permissible Sheer Stress 4.0 lb/ft' Rip Rap Lining OK
0.56 ft
V:1
H :2.0
N TS

Runoff Calculations for Ditch DB-2
n=cprinfinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.6
0.7
0.42
Grassland & disturbed Areas
0
0.5
0
Woodlands
0
0.3
0
Roadway ravel
0
0.65
0
Totals 0.6 U.42
C = 0.42 (coef) / 0.6 (acres) = 0.7
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.7 X 7.06 X 0.6 = 2.9652 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.7 X 5.21 X 0.6 = 2.1882 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.7 X 8.09 X 0.6 = 3.3978 cfs

Project Description
Worksheet
Trapezoidal Channel - DB-2
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings
0.104
Coefficient
Slope
0.020000 ft/ft
Left Side Slope
2.00 V : H
Right Side Slope
2.00 V : H
Bottom Width
2.00 ft
Discharge
3.39 cfs
Results
Depth
0.97 ft
Flow Area
2.4 ftz
Wetted Perimeter
4.17 ft
Top Width
2.97 ft
Critical Depth
0.43 ft
Critical Slope
0.280312 ft/ft
Velocity
1.40 ft/s
Velocity Head
0.03 ft
Specific Energy
1.00 ft
Froude Number
0.27
Flow Type
Subcritical
Determine sheer stress: T= 62.4X 0.97 X 0.02 = 1.21 lb/ft' Permissible Sheer Stress 4.0 Ib/ftz Rip Rap Lining OK
1
0.97 ft
---I-
�- --2.00 ft ---�-
VA
H :2.0
NTS

Runoff Calculations for Ditch DB-2A
r)acrrintinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.24
0.7
0.168
Grassland & disturbed Areas
0
0.5
0
Woodlands
0
0.3
0
Roadway ravel
0
0.65
0
i otais UZ4 U. inu
C = 0.168 (coef) / 0.24 (acres) = 0.7
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.7 X 7.06 X 0.24 = 1.18608 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.7 X 5.21 X 0.24 = 0.87528 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.7 X 8.09 X 0.24 = 1.35912 cfs

Project Description
Worksheet
Trapezoidal Channel - DB-2A
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.104
Slope
0.020000 ft/ft
Left Side Slope
2.00 V : H
Right Side Slope
2.00 V : H
Bottom Width
2.00 ft
Discharge
1.36 cfs
Results
Depth
0.55 ft
Flow Area
1.3 ft2
Wetted Perimeter
3.24 ft
Top Width
2.55 ft
Critical Depth
0.24 ft
Critical Slope
0.305306 ft/ft
Velocity
1.08 ft/s
Velocity Head
0.02 ft
Specific Energy
0.57 ft
Froude Number
0.27
Flow Type
Subcritical
Determine sheer stress: T= 62.0 0.55 X 0.02 = 0.69lb/ft2 Permissible Sheer Stress 4.0 Ib/ft2 Rip Rap Lining OK
- - - - --2.0 0 tt -- -- - -
- -i
0.55 It
_f
V:7�
H:2.0
NTS

Runoff Calculations for Ditch DB-3
rlascrintinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.56
0.7
0.392
Grassland & disturbed Areas
0
0.5
0
Woodlands
0.6
0.3
0.18
Roadway ravel
0
0.65
0
Totals 1.16
C = 0.572 (coef) / 1.16 (acres) = 0.4931034
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.4931 X 7.06 X 1.16 = 4.03832 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.4931 X 5.21 X 1.16 = 2.98012 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.4931 X 8.09 X 1.16 = 4.62748 cfs
0.572

Project Description
Worksheet
Trapezoidal Channel - DB-3
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.104
Slope
0.100000 ft/ft
Left Side Slope
2.00 V : H
Right Side Slope
2.00 V : H
Bottom Width
2.00 ft
Discharge
4.63 cfs
Results
Depth
0.72 ft
Flow Area
1.7 ft2
Wetted Perimeter
3.61 ft
Top Width
2.72 ft
Critical Depth
0.53 ft
Critical Slope
0.274888 ft/ft
Velocity
2.73 ft/s
Velocity Head
0.12 ft
Specific Energy
0.83 ft
Froude Number
0.61
Flow Type
Subcritical
Determine sheer stress T=62.4x0.72x0.1=0.449lb/ft Permissible Shear Stress 4.0 Ib/ft2 Rip Rap lining OK
0.72 ft
I
2.00 it-- --- - -
V:1
H :2.0
NTS

Runoff Calculations for Ditch DB-4
Description
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.5
0.7
0.35
Grassland & disturbed Areas
0
0.5
0
Woodlands
1.12
0.3
0.336
Roadway ravel
0
0.65
0
Totals 1.62
C = 0.686 (coef) / 1.62 (acres) = 0.4234568
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.42346 X 7.06 X 1.62 = 4.84316 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.42346 X 5.21 X 1.62 = 3.57406 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.42346 X 8.09 X 1.62 = 5.54974 cfs
1

1-40V `411�
Project Description
Worksheet
Trapezoidal Channel - DB-4
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.104
Slope
0.010000 ft/ft
Left Side Slope
2.00 V : H
Right Side Slope
2.00 V : H
Bottom Width
2.00 ft
Discharge
5.55 cfs
Results
Depth
1.60 ft
Flow Area
4.5 ft2
Wetted Perimeter
5.58 ft
Top Width
3.60 ft
Critical Depth
0.59 ft
Critical Slope
0.272360 ft/ft
Velocity
1.24 ft/s
Velocity Head
0.02 ft
Specific Energy
1.63 ft
Froude Number
0.20
Flow Type
Subcritical
Determine sheer stress T=62.4xl.60x0.1=0.99lb/ft Permissible Shear Stress 4.0 Ib/ft2 Rip Rap lining OK
1.60 ft
�»--2.00 tt------1
VA
H 2.0
NTS

Runoff Calculations for Ditch DB-5
rlacrrintinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0
0.7
0
Grassland & disturbed Areas
0
0.5
0
Woodlands
0.52
0.3
0.156
Roadway ravel
0
0.65
0
iotais u.oz u.Ibb
C = 0.156 (coef) / 0.52 (acres) = 0.3
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.3 X 7.06 X 0.52 = 1.10136 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.3 X 5.21 X 0.52 = 0.81276 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.3 X 8.09 X 0.52 = 1.26204 cfs

�0�
-on
Project Description
Worksheet
Trapezoidal Channel - DB-5
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.104
Slope
0.010000 ft/ft
Left Side Slope
2.00 V : H
Right Side Slope
2.00 V : H
Bottom Width
2.00 ft
Discharge
1.20 cfs
Results
Depth
0.64 ft
Flow Area
1.5 ft2
Wetted Perimeter
3.42 ft
Top Width
2.64 ft
Critical Depth
0.22 ft
Critical Slope
0.309899 ft/ft
Velocity
0.81 ft/s
Velocity Head
0.01 ft
Specific Energy
0.65 ft
Froude Number
0.19
Flow Type
Subcritical
Determine sheer stress
T=62.4x0.64x0.1=0.401b/ft
Permissible Shear Stress 4.0 Ib/ft2 Rip Rap lining OK
0.64 ft
�- --2.00 ft -- -�
V:1 N
H :2.0
N TS

Runoff Calculations for Ditch DB-6
flascrintinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.5
0.7
0.35
Grassland & disturbed Areas
1
0.5
0.5
Woodlands
2
0.3
0.6
Roadway ravel
0
0.65
0
C = 1.45 (coef) /
Totals 3.5
3.5 (acres) = 0.4142857
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.41429 X 7.06 X 3.5 = 10.237 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.41429 X 5.21 X 3.5 = 7.5545 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.41429 X 8.09 X 3.5 = 11.7305 cfs
1.45

Project Description
Worksheet
Trapezoidal Channel - DB-6
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.104
Slope
0.010000 ft/ft
Left Side Slope
2.00 V : H
Right Side Slope
2.00 V : H
Bottom Width
3.00 ft
Discharge
11.73 cfs
Results
Depth
1.98 ft
Flow Area
7.9 ft2
Wetted Perimeter
7.42 ft
Top Width
4.98 ft
Critical Depth
0.75 ft
Critical Slope
0.241292 ft/ft
Velocity
1.49 ft/s
Velocity Head
0.03 ft
Specific Energy
2.01 ft
Froude Number
0.21
Flow Type
Subcritical
Determine sheer stress T=62.4x1.98x0.1=1.24lb/ft Permissible Shear Stress 4.0 Ib/ft2 Rip Rap lining 4K
-f
1.98 ft
I_.
�- - --3.00 ft---
VA
H :2.0
NTS

Runoff Calculations for Ditch DB-7
r)escrintinn
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.47
0.7
0.329
Grassland & disturbed Areas
0.5
0.5
0.25
Woodlands
0
0.3
0
Roadway ravel
0
0.65
0
Totals 0.97
C = 0.579 (coef) / 0.97 (acres) = 0.5969072
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.59691 X 7.06 X 0.97 = 4.08774 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.59691 X 5.21 X 0.97 = 3.01659 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.59691 X 8.09 X 0.97 = 4.68411 cfs
0.579

Project Description
Worksheet
Trapezoidal Channel - DB-7
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.104
Slope
0.010000 ft/ft
Left Side Slope
2.00 V : H
Right Side Slope
2.00 V : H
Bottom Width
2.00 ft
Discharge
4.68 cfs
Results
Depth
1.45 ft
Flow Area
4.0 ft2
Wetted Perimeter
5.24 ft
Top Width
3.45 ft
Critical Depth
0.53 ft
Critical Slope
0.274727 ft/ft
Velocity
1.18 ft/s
Velocity Head
0.02 ft
Specific Energy
1.47 ft
Froude Number
0.19
Flow Type
Subcritical
Determine sheer stress T=62.4xl .45x0.1=0.091b/ft Permissible Shear Stress 4.0 Ib/ft2 Rip Rap lining OK
-j-
1.45 ft
--
I
VA
H:2.0
NTS

Runoff Calculations for Ditch DB-8
Description
Acres C-Value Coef.
Bare Sandy Soil level
0
0.5
0
Bare Soil (sloping)
0.38
0.7
0.266
Grassland & disturbed Areas
0.6
0.5
0.3
Woodlands
0
0.3
0
Roadway ravel
0
0.65
0
Totals 0.98 0.566
C = 0.566 (coef) / 0.98 (acres) = 0.577551
i = Rainfall Intensity for 10 year, 1 day storm = 7.06 inches
Q = (C)(i)(A) = 0.57755 X 7.06 X 0.98 = 3.99596 cfs
i = Rainfall Intensity for 2 year, 1 day storm = 5.21 inches
Q = (C)(i)(A) = 0.57755 X 5.21 X 0.98 = 2.94886 cfs
i = Rainfall Intensity for 25 year, 1 day storm = 8.09 inches
Q = (C)(i)(A) = 0.57755 X 8.09 X 0.98 = 4.57894 cfs

\ftp� \4w✓
Project Description
Worksheet
Trapezoidal Channel - DB-8
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.104
Slope
0.010000 ft/ft
Left Side Slope
2.00 V : H
Right Side Slope
2.00 V : H
Bottom Width
2.00 ft
Discharge
4.58 cfs
Results
Depth
1.43 ft
Flow Area
3.9 ft2
Wetted Perimeter
5.20 ft
Top Width
3.43 ft
Critical Depth
0.52 ft
Critical Slope
0.275054 ft/ft
Velocity
1.18 ft/s
Velocity Head
0.02 ft
Specific Energy
1.45 ft
Froude Number
0.19
Flow Type
Subcritical
Determine sheer stress T=62.4x1.43x0.1=0.89lb/ft Permissible Shear Stress 4.0 Ib/ft2 Rip Rap lining OK
1.43 ft
----2.00 ft-
V:1 N
H:2.0
NTS

C
E
W*j
c
c

Blue Ridge Quarries, Inc., keel Gray Mine 'Mov
Site Blast Program and Plan
Introduction:
To assure a safe and economical blast all applicable federal, state, and local regulations will be followed. Good
acceptable practices from non -regulatory agencies, such as Institute Makers of Explosives (IME), International Society of
Explosives Engineers (ISEE) will be followed.
This blast program and plan is to aid in assuring the security of explosives material where stored, transported, handled,
and used as well as the control of the blast process from design to initiation, evaluation and in handling of any
premature or misfire condition. A blast program and plan, when followed, will also aid in the assurance of safety to the
public, site personnel and surrounding properties.
As with any job, it is imperative to have a plan of action and to follow that plan. Ninety percent of a job's success or
failure is attributable to prior planning. Proper blast planning can enhance safety by eliminating many hazards. A
blaster can calculate the elements of a blast to assure a safe and productive shot before putting any explosive in the
ground. A plan can help increase production and safety by allowing the blaster to see on paper what the shot is planned
to do, and consequently, by allowing the blaster to make necessary adjustments where needed. In North Carolina the
Department of Environment.. Health and Natural Resources requires mines and quarries to have an approved blast plan
prior to being issued a mining permit. Proper calculations for burden, spacing, borehole depth and size, timing between
holes and rows and pounds of explosive per delay, along with proper scale distance calculations, can help eliminate
excess vibration, air blast and flyrock.
Regulatory requirements:
• Bureau of Alcohol Tobacco and Fire Arms
• 30 CFR part 56 Mandatory Health and Safety Standards
• North Carolina Administrative Code, Chapter 6
• If explosives are transported on a public highway the 49 CFR requirements will apply
• Persons engaged in drilling or blasting activities on mine property must meet the MSHA requirement for
obtaining a mine contractor identification number and where applicable, appropriate training plan and other
programs required.
• North Carolina Department of Environment and Natural Resources permitting requirements for blasting apply
on all mine properties.
Definitions:
• Airblast: The airborne shock wave or acoustic transient generated by an explosion.
• Attended — Presence of an individual or continuous monitoring to prevent unauthorized access or entry.
• Blast: The firing of explosive materials for such purposes as breaking rock or other material, or generating
seismic waves.
1

• Blast area —The area in w�iich concussion, flying materials, or gases 'Y cause injury to persons. The blaster in
charge establishes the blast area by using sound practices established by the ISEE and IME and/or any regulatory
requirement. When regulatory means are mandated and must be used for establishing the blast area the most
stringent requirement will apply.
• Blasthole: A hole drilled into material to be blasted, for the purpose of containing an explosive charge, also
called borehole or drill hole.
• Blast Pattern: The plan of the drill holes as laid out for blasting; an expression of the burden distance and the
spacing distance and their relationship to each other.
• Blast site: The area where explosive material is handled during loading of blastholes, including 50 feet in all
directions from the perimeter formed by loaded holes. This distance shall apply in all directions along the full
depth of the blasthole.
• Blaster or Blaster in charge: That qualified person in charge of, and responsible for, the loading and firing of a
blast. Sometimes referred to as a shot firer. Though more than one blaster can be part of a blast crew, there
can be only one blaster in charge for each blast site.
• Blast crew: A group of persons under the direction of the blaster in charge, and are properly trained meeting all
regulatory requirements necessary for handling explosives or related material, who assist the blaster in charge
in loading and firing a blast.
• Blast log: A written record of information about a specific blast, and materials used, as may be required by law
or regulation. Sometimes referred to as a blast report.
• Blasting machine: A proper device, as determined by the detonator manufacturer, to generate the proper
energy source to initiate the detonating sequence to fire the blast.
• Burden: The distance from the blasthole and the nearest free face or the distance between blastholes measured
perpendicular. Also the total amount of material to be blasted by a given hole.
• Charged: A blasthole (borehole) containing a primer and explosive material awaiting firing.
• Coupling: The degree to which an explosive material fills the cross section of a blasthole.
• Detonator: Any device containing an initiating or primary explosive that is used for initiation detonation in
another explosive material.
• Drill log: A written record of information about a specific borehole, or blast pattern. The record shall contain
the minimum information; hole depth, hole diameter, dimensions for the burden and spacing, number of holes
in a row and the number of rows in the blast pattern, any hole anomaly referenced by a measurement; such as
broken material, change in geology, water, cracks and or crevices, etc. and any other information the blaster in
charge may need from the driller.
• Fiyrock: Rocks propelled from the blast area by the force of an explosion.
• Free face: A surface exposed which provides room for expansion and movement of the burden being blasted.
• Ground vibration: Shaking the ground by elastic waves emanating from a blast; usually measured in inches per
second of particle velocity.
• Loading: Placing explosive material in a blasthole or against material to be blasted.
• Misfire: A blast or a specific borehole to be blasted, or explosive material that failed to detonate as planned.
2

• Primer: A unit, package oorr cartridge or explosives used to initiate othWexplosives or blasting agents, and which
contains: A detonator or detonating device.
• Spacing: The distance between blastholes. Usually measured parallel to the free face and perpendicular to the
burden.
• Other definitions can be found in the Glossary of the ISEE Blasters' Handbook.
Personnel:
Personnel designated to handle explosive materials should have intelligence and common sense and be trained in the
use of explosives and materials to be used in each blast. They must understand the possible consequences of errors or
omissions in their actions.
Blaster in Charge: A person competent in storing, transporting, use and handling of explosives will be
designated 'blaster in charge' by the mine operator. Each blast will have only one blaster in charge. All others
used on the blast site will work under the direction of the blaster in charge. The blaster in charge will have a
working knowledge of all federal, state, and local laws and regulations relative to explosives and blasting. The
blaster in charge will also be familiar with good acceptable practices set forth by the IME and ISEE. It is the
responsibility of the mine operator to verify the competency of the blaster in charge.
Certification of blaster in charge: At this time no mandatory license or certifications are required for anyone
engaging in the act of blasting in the state of North Carolina. It is the responsibility of the blaster to comply with
any license or certifications required by local jurisdictions or any future requirements by federal, state, or local
governments. It is highly recommended that formal training and experience be the minimum requirements for
a person deemed competent to direct blasting operations and related activities. Anyone receiving, handling or
using explosives must comply with the BATF requirements.
• Blast crew: A group of persons under the direction of the blaster in charge, and are properly trained meeting all
regulatory requirements necessary for handling explosives or related material, who assist the blaster in charge
in loading and firing a blast.
• Training: All persons on mine property must obtain the proper comprehensive training set forth in 30 CFR part
46 or part 48. Any person designated as part of the blast crew or magazine security must have training in all
rules and regulations including company policy and company safety program relative to blast site security,
magazine security, proper storage and explosive handling, transportation of explosives, hazard recognition,
accident prevention, task training, ground control, working around high walls, and any other deemed necessary
by the mine operator.
Safety meetings: Each blaster in charge will hold a safety meeting prior to commencing blasting or related
activities with the blast crew to discuss the health and safety concerns of the assigned tasks, details of the
procedures to assure the safety of the blast crew throughout the security, handling, loading, firing, and post
blast examination along with other information deemed necessary by the blaster in charge.
Equipment and Materials:
The explosive materials and equipment used have a direct effect on the safety of the operation. All members of the
blast crew must be familiar with the equipment and be thoroughly task trained prior to use.
• Equipment: Proper procedures for inspection of self propelled mobile equipment, machinery, equipment and
tools set forth in 30 CFR part 56.14100 will be followed. These procedures will be followed prior to bringing
them onto the blast site.

• Material: All material to a used on a blasting operation must be desied for the specifics of the blast and used
in accordance with all applicable regulations and manufacturers recommendations. This includes the explosives
material and detonators to be loaded into a blasthole and all tools and equipment used in the blasting
operation.
Procedures:
Storage: Explosives and detonators must be stored and secured in accordance with the BATF 27 CFR part 555
requirements. No unauthorized entry into a storage area is allowed. Explosives awaiting loading at the blast site will be
secured or physically guarded. No smoking or use of open flames or spark producing device will be allowed, as a
minimum, within 50 feet of storage facilities or guarded explosives. Each storage facility will be properly posted.
• Separation: Explosive material and detonators or detonating device will be kept separated and will never be
stored in the same magazine.
• Area around storage: Areas around storage facilities will be kept clear of rubbish, brush, dry grass, and live trees
not over 10 feet tall for 25 feet in all directions.
• Day boxes: Shall be structurally sound, weather resistant, equipped with a lid or cover, and with only
nonsparking materials inside. Day boxes will have appropriate markings, and labeling. They will be located
outside the blast area once loading has been completed. Day boxes will be kept locked and secured or attended
when containing explosive material and emptied at the end of the shift with contents being stored in an
appropriate storage facility or attended at all times. Detonators shall be kept in a separate day box unless an
IME 22 container is used.
Transporting: Explosive will be transported from the storage facility to the blast site without undue delay. Vehicles used
to transport explosive materials will be sound and be in compliance with applicable standards for self propelled mobile
equipment and if transporting on the public highway, all 49 CFR requirements will be followed. This includes
establishing transportation plans for route management and security.
• Drivers and authorized passengers: Only person qualified to operate mobile equipment (on or off highway) will
be allowed to operate a vehicle containing explosive material. Any driver transporting explosive material on the
public highway will meet all DMV and DOT requirements for transporting explosive material. Passengers
authorized to ride in the passenger compartment will be part of the blast crew or an authorized driver. No one
will ride in the cargo area of an explosive transport vehicle. The driver or any authorized passenger will not
smoke while driving, riding in, or within 50 feet of, the explosive transport vehicle.
• Vehicle: Vehicles carrying explosives on the public highway will meet all DMV requirements for vehicle use on
the public highway. The vehicle will have sides and enclosures higher than the explosives being transported.
Explosive material will be transported in the cargo area of the vehicle and secured from movement. The area
containing explosives will have no extraneous material or spark producing material. The explosive vehicle will
be equipped with at least 2 each 2A10BC rated fire extinguishers readily accessible and serviceable. When
parked, the vehicle will have the brake set and wheels chocked and engine stopped unless the engine is
powering a loading device.
• Transporting by hand: Closed, nonconductive containers will be used to transport explosives by hand to and
from the blastsite. At no time will explosive material and detonators or detonating device be hand carried in the
same container.
• Security of explosive material: Explosives will be transported in approved containers and will be attended at all
times unless the cargo area is locked.
4

Use: To complete a safe blast, everyone involved must be committed to s�e work practices and see that every step
of the operation is done in a manner which uses the correct methods and procedures. Shortcuts and carelessness is
never an option on a blast site.
• Review drill log: Prior to explosives being brought to the blast site the blaster in charge will review the drill log
and address any needs for corrections that would be necessary to assure a proper blast pattern and safe firing of
the explosives. This will be accomplished prior to the explosives being brought to the site.
Blast log (report): The information on the blast log should paint a picture of the blast that would stand in a court of law.
The blast log is a required document for every shot no matter the amount of explosive material used. The minimum
information shall be:
• Date,
• Time of blast,
• Blast site location,
• Location of all blastholes in relation to each other and the free face as well as directional movement of the total
burden in relation to geographical north (graphical representation),
• Weather at the time of blast,
• Distance and direction to the nearest inhabited off site structure, scale distance information used to calculate
amount of explosive fired within an 8 millisecond delay period,
• Seismograph information,
• Type of material blasted,
• Blast design (number of holes in a shot, burden spacing, depth, length and type of stemming, type of delay used,
initiation method, explosives used in the shot and total weight of explosives to include the primer),
• Powder factor,
• Blaster's name and signature, and
• Any unusual circumstances relative to the shot such as water in the blasthole or excess delay in firing.
• A graph of the shot pattern should be drawn to include the timing of each blasthole, delays within each
blasthole, placement of primer within the blasthole, any stemming used in the blasthole for decking purpose,
and stemming height used to cap each blasthole.
Survey the area: Before explosives are brought to the site, a check of the conditions at the blast site shall be conducted.
The high wall and ground conditions that pose any hazard must be addressed and taken care of prior to proceeding with
the blasting operation. At no time will a blast be loaded during the approach of an electrical, snow, or sand storm. If at
any time a storm approaches the blast area, all persons will be removed from the blast area and proper safe guards put
in place. The area will be properly posted and guarded until after the approaching storm. The explosive laden vehicle
will remain in the blast area and not used to transport persons from the area during the approach of such storm.
• Eliminate extraneous electricity sources: Watch for over head power lines, RF energy sources, approaching
electrical storms, blowing snow or sand and address those hazards in accordance with applicable regulations.
5

• Explosive material and detonators must be kept separated at all times' til loading of the blasthole begins.
un
• Security: Survey and determine all approaches to the blast area and properly provide safeguards. Remove
personnel not needed for the blasting operation from the area and to a safe location. Properly post the blast
site to warn others of the dangers.
• Extraneous material: Remove all unnecessary equipment, tools, etc. not required for the blasting operation to a
safe location. Drilling shall not be done within the blast site.
Borehole preparation: Check all boreholes prior to commencing loading the shot to assure proper depth and
contiguousness. A blasthole is never loaded immediately after drilling. The blaster must make assurances that the
temperature in the blasthole is less than 150 degrees Fahrenheit.
Priming charge (primer): Primers are made only at the time of placing them within the blasthole.
• Preparing the primer: The detonator will be placed into the center of the explosive to be used.
• Securing: The detonator will be securely fastened to the explosive material so that it will not be pulled from the
explosive material when lowered into the blasthole.
• Priming charge location in the blasthole: The priming charge should be located in the blasthole pointing in the
direction of initiation.
• Coupling: The blaster in charge must assure that when loading explosive material on and around the priming
charge blasthole coupling is maintained.
Loading: Once the primer is in place, the remaining explosive column is loaded. Care must be taken to not damage leg
wires, tubes, and cords during the loading process and that the primer is securely anchored. The primer shall never be
subjected to forces such as dropping heavy cartridges on top of or tamping directly on the primer.
• Charging: Holes shall be loaded starting at the free face.
• Depth of charge: The blaster will assure the proper depth of the explosive charge as determined by the blast
design. The explosive column shall be measured continuously if bulk explosives are used.
• Stemming: Once the blasthole is loaded a stemming column is placed on top of the explosives to seal the
explosive column. The type of and depth of stemming will be determined by the blast design.
• Charged: Once a hole is loaded it is considered charged and ready for firing. Equipment is never driven over or
placed on a charged blasthole.
Connecting the shot: After all blasholes are charged, the detonators must be connected to form a circuit. Only persons
necessary for connecting the shot will remain in the blast area. It is the responsibility of the blaster in charge to assure
all detonators are properly connected as indicated by the blast design.
• Electrical initiation: Only proper equipment will be used to check an electrical initiation system. Regulatory and
detonator manufacturer requirements for checking electrical initiation systems will be followed.
• Non electrical initiation: The blaster in charge will walk the shot and visually check all connections.
Seismograph set up: A competent person must perform a preblast survey at the nearest, offsite, inhabited dwelling, as a
minimum prior to a blast event. A postblast survey should follow. Any complaints from the community will be
investigated immediately by the blaster in charge. A competent person must properly setup and operate a seismograph
for each blast. A seismograph is used to monitor, record, analyze, and display ground vibrations and airblast resulting
from a blast. The seismic wave is measured from one point to another. The information gathered from a seismograph
C:

reading can aid the blaster in dete mining whether the explosive energy wasVed to do the work as designed. Excess
airblast and ground vibrations can be a nuisance to offsite persons resulting in complaints. In rare events damage to
structures can result from excess ground vibration and airblast.
• Seismograph: Must be maintained in accordance with the manufacturer recommendations
• Setup: In most cases a seismograph is setup at the nearest offsite and inhabited dwelling. Follow the
manufacturer's recommendations for proper set up.
Qualifications of operator: The operator of the seismograph must be properly tasked trained in the use of the
seismograph unit and familiar with the manufacturer's operating procedures.
Firing: After loading and checking the initiation system, the blast shall be fired as soon as safely possible.
Blast area security: Flyrock is one of the three leading causes of injury and death relative to a blast. The blaster
in charge must assure the blast area is sufficient, clear of persons, and all approaches are properly posted and
guarded.
Blaster protection: The blaster in charge must assure the one qualified to fire the shot has adequate protection
(shelter) from all energy sources related to the blast.
• Audible warning: An audible warning must be given prior to firing. The warning signals will be posted in
conspicuous places for all in, or near, the blast area to familiarize themselves with the warning. The audible
warning must be distinguishable and heard above the surrounding noise level. Car horns are not to be used as
an audible warning. Hand signals can be used in conjunction with an audible warning. All people within the
vicinity of the blast area must be familiar with the warning signals prior to firing the shot. The audible signal
shall consist of a minimum of: A five minute warning prior to the blast signal; A blast signal containing a series of
short sounds 1 minute prior to firing; An all clear signal of a prolonged sound, initiated by the blaster in charge,
following the post blast examination of the blast area by a qualified and competent person(s) to recognize all
hazards that could have been caused by the blast.
• Post blast exam: A qualified and competent person(s) will make a check of the blast area after sufficient time
has elapsed for all fumes, and dusts to settle. If a misfire is suspected the blaster in charge will establish a time
to allow for any burning charges, etc. to elapse. As a minimum the MSHA regulatory requirement for time will
be followed.
Misfires:
Any time an explosive does not detonate as planned, a misfire has occurred. It is usually obvious when none or a
portion of a blast did not fire as planned. Sometimes partial initiation occurs within the blasthole and it is not noticed
until mucking starts. All misfires must be investigated because there is a reason for its occurrence. Ninety nine percent
of all misfires are due to human error. One percent can be attributed to product failure. The best way to handle a
misfire is not to have one by following all acceptable practices during the loading and firing of the blast. First and
foremost, once a misfire is suspected, proper safe guards must be put into place for the protection of persons in or near
the area.
Handling misfires: When a misfire occurs, everyone in the area is at risk. The blaster in charge is responsible for proper
handling of the misfire condition. Management should be notified immediately of a misfire condition. Each misfire
occurrence is unique. The following are recommendations for handling a misfire situation:
1. The blaster in charge shall invoke sufficient safeguards to exclude all persons from the potential blast area.

2. No work shall be done except that necessary to remove the hazard o*e misfire. Only those necessary to do
the work shall enter the potential blast area. Only the blaster in charge and the absolute minimum competent
persons needed to assist in handling the misfire will be allowed to approach the misfire.
3. The blaster in charge shall determine the safest steps for removing the hazard of the misfire. During the
development and implementing these steps, the blaster in charge shall comply with all applicable regulations,
and the manufacturer's recommendations. Further, the guidelines from the IME will be utilized.
4. Regulations governing the waiting periods before approaching a misfire will be adhered to.
5. No drilling, digging, or picking shall be permitted until all misfires have been detonated or the blaster in charge
approves the work.
Flyrock: The primary means of controlling flyrock is through proper blast design and delay timing. Proper confinement
within the blasthole is also essential for controlling flyrock. Anytime flyrock has traveled beyond the blast area the
blaster in charge must investigate the cause and take any corrective actions in the future to prevent a recurrence.
Excess flyrock, that flyrock thrown beyond the blast area, may need to be reported to federal, state, and local
authorities. It is the responsibility of the blaster in charge to report to the proper authority a flyrock incident.

\id
Steel Gray Mine
Blast Log (report)
Date Time Of Blast
Blast site Location Type Materials Blasted
Location of Blastholes in relation to each other and the free face and geographical North
Weather Conditions at time of Blast
Distance and direction to nearest Dwelling
Seismograph information
Powder Factor
Unusual Circumstances or other notes
Blasters Name: Signature:

Blue Ridge Quarries, Inc.
Mine/Quarry Mine Location:_
Date (M/DN): Time of Shot:
Weather. Ceiling:
Grid: Grid Map Date: Bench:
Location of Blast in Quarry:
Direction and Distance to nearest Occupied, Non -Company Building:
Seismograph Location: A:
B:
Grid A:
Blast Number.
Temperature
Wind From:
Feet: Direction:
Stationary Seismograph Readings Max. I.P.S.: Frequency:
SHOT DATA
No. Holes
Hole Diameter
Type
Hole Depth
Sub Drilling
Stem Face Hales
Stem Other Holes
Burden Front line
Bunsen other holes
Spacing Front Line
Spacing other Holes
Tons per cubic yard
Type Blasting Caps: Electric:
Non -Electric
In Hole Caps Delay
No. Used
Surface Delay Delay
No. Used
Surface Delay Delay
No. Used
B:
Air:
Brand Name
Delay No. Used
Delay No. Used
Delay No. Used
Total cost of blast Tons in Shot Cost per Ton
Percent of Anfo: Percent of Fuel if Bulk loaded Powder factor
Avg Explosives per hole No. of holes per delay Max Pounds per delay
Blasters Signature & Number I Date
Supervisor or Managers Signature Date

w

Practice Standards and Specifications
6.06 ••-1• M• - • ugmm
29Definition A graveled area or pad located at points where vehicles enter and leave a con- .
struction site.
Purpose To provide a buffer area where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
Practice Applies public road or other paved off -site area. Construction plans should limit traffic
to properly constructed entrances.
Design Criteria Aggregate Size —Use 2.3 inch washed stone.
Dimensions of gravel pad —
Thickness: 6 inches minimum
Width: 12-ft minimum or full width at all points. of the vehicular
entrance and exit area, whichever is greater
Length: 50-ft minimum
Location —Locate construction entrances and exists to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
(Figure 6.06a). Avoid steep grades and entrances at curves in public roads.
2-3"
coarse aggregate
Figure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va tWCC).
6.06.1

Washing —If conditions at the site are such that most of the mud and sediment
are not removed by vehicles traveling over the gravel, the tires should be
washed. Washing should be done on an area stabilized with crushed stone that
drains into a sediment trap or other suitable disposal area. A wash rack may also
be used to make washing more convenient and effective.
Construction 1. Clear the entrance and exit area of all vegetation, roots, and other objec-
S p e c i f i cations tionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans, and
smooth it.
3. Provide drainage to carry water to a sediment trap *or other suitable outlet.
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from leav-
ing the construction site. This may require periodic topdressing with 2-inch
stone. After each rainfall,'inspect any structure used to trap sediment and clean
it out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
References Runoff Conveyance Measures
6.30, Grass -lined Channels
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
J
6.06.2

Lon
6.62
Practice Standards and Specicatians
Definition A temporary sediment control measure consisting ,of fabric buried at the
bottom, stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of
sheet flows to allow sediment deposition.
Conditions Where Below small -disturbed areas that are less then 'Aacre per 100 feet offence.
Practice Applies Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways, or
other areas of concentrated flow.
Sediment fence should be placed along topographic elevation contours, where :.
it can intercept stormwater runoff that is in .dispersed sheet flow. Sediment
fence should not be used alone below graded slopes greater than 10 feet in
height.
Planning A sediment fence is a system to retain sediment on the construction site. The
1 Considerations fence retains sediment primarily by retarding flow and promoting deposition.
In operation, generally the fence becomes clogged with fine particles, which
reduce the flow rate. This causes a pond to develop behind the fence. The
designer should anticipate ponding and provide sufficient storage areas and
overflow outlets to prevent flows from overtopping the fence.. Since sediment
fences are not designed to withstand high water levels, locate them so that
only shallow pools can form. Tie the ends of a sediment fence into higher
ground to prevent flow around the end of the fence before the pool, reaches
design level. Curling each end of the fence uphill in a "P' pattern may be
appropriate to prevent end flow. Provide stabilized outlets to protect the fence
system and release storm flows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can.
direct flows to specified deposition areas through appropriate positioning of
the fence or by providing an excavated area behind the fence. Plan deposition.
areas at accessible points to promote routine cleanout and maintenance. Show.'
deposition areas in the erosion and sedimentation control plan. A sediment
fence acts as a diversion if placed slightly off the. contour. A maximum slope
of 2 percent is recommended. This technique may be used to control shallow,
uniform flows from small disturbed areas and to deliver -sediment -laden :water
to deposition areas. The anchoring of the toe of the fence should be reinforced
with 12 inches ofNC DOT #5 or #57 washed stone when flow will run parallel
to the toe of the fence.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoff unnecessarily
with a sediment fence.may create erosion and sedimentation problems that
would not otherwise occur.
Rev. 6106 '6.62.1

lqmp�
Straw barriers have only a 0-20% trapping efficiency and are inadequate. Straw �1
bales may not be -used in place of sediment fence. Prefabricated sedimentfence
with -the fabric already stapled to thin wooden posts does not meet• minimum
standards specified later in this section.
Anchoring of sediment fence is critical. The toe of the fabric must be anchored
in a trench backfi.11ed with compacted earth. Mechanical compaction must be .
provided in order for the fence to effectively pond runoff.
Design Criteria Ensure that drainage area is no greater than '/a acre per 100 feet offence. This
is the maximum drainage area when the slope is less than 2 percent. Where
all .runoff is to be stored behind the fence, ensure that the maximum slope
length behind.a- sediment fence does not exceed the specifications shown in
Table 6.62a. The shorter slope length allowed for steeper slopes .will greatly
reduce the maximum drainage area. For example, a 10-20 % slope may have
a maximum slope .length of 25 feet. For a 100-foot length of sediment fence,
the drainage area would be 25ft X 100ft = 2500sq..ft., or 0.06 acres.
Table 6.62a Maximum
Slope'l-ength and Slope for
which Sediment Fence is
Applicable
Slope Slope Length (ft) Maximum Area (W)
<2% 100 .10,000
2 to 5% 75 7,500
5 to 10% 50 5,000
10 to 20% 25 - 2,500
>20% . 15 1,500
Make the fence stable for the 10-year peak storm runoff.
Ensure that the depth of impounded water does not exceed 1.5 feet at any point'
along the fence.
If non -erosive outlets are provided, slope length may be increased beyond
that shown in Table 6.62a, but runoff from the area should be determined .and
bypass capacity and erosion potential along the fence must be checked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Provide a riprap splash pad or other outlet protection device- for any point
where flow may overtop the sediment fence, such as natural depressions or
swales. Ensure that the maximum height of the fence at a protected; reinforced
outlet does not exceed 2 feet and that support post spacing does not exceed 4
feet.
The design life -of a synthetic sediment fence should be 6.monihs. -
-Construction MATERIALS
1. Use a synthetic filter fabric of at least 95% by weight of polyolefiris or
Speclficatfons polyester, which is certified by the manufacturer or supplier as conforming to
the requirements in ASTM D 6461, which is shown in. part in Table 6.62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers
to provide a minimum of 6 months of expected usable constriction life. at a
temperature range of 0 to .120° F. �1
6.62.2 Rev, 6106

en
J
Practice Standards and Specifications
2. Ensure that .posts -for sediment fences are 1.33 lb/linear ft steel •with.
a minimum. length of 5 feet. Make sure that steel posts have projections -to
facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 -gauge and a maximum mesh spacing of 6 inches.
Tathle 6._92h Sner-We' atio'ns: For Sediment Fence Fabric
Temporary Silt Fence Material Property. Requirements
Supported' Un-Supported'
Type of
Test Material Units Silt Fence Silt Fence
Value
Grab:Strength ASTM D 4632 N (ibs)
Machine Direction 400 550
MARV
(90) (90)
X-Machine Direction 400 450
MARV
(90) (90)
Perrnittivity2 ASTM D 4491 sec-1 0.05 0.05
MARV
Apparent Opening Size2 ASTM D 4751 mm 0.60 0.60
Max. ARV'
(US Sieve #) (30) (30)
Ultraviolet Stability ASTM D 4355 Retained f after f after
SQOh oof exposure SOONh oof exposure
Typical
Strength
' Silt Fence support shall consist of 14 gage steel wire with a mesh spacing of 150 mm (6 inches), or prefabricated poylmer mesh of
equivalent strength.
2 These default values are based on empirical evidence with a variety of sediment. For environmentally sensitive areas, a review of ..
previous experience and/or site or regionally specific geotextile tests in accordance with Test Method-D 5141 should be
performed
by the agency to confirm suitability of these requirements.
As measured in accordance with Test Method D 4632.
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 24 inches
above the ground surface. (Higher fences may impound volumes of water
sufficient to cause failure of the structure.) .
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 4 feet minimum overlap to the next post. `
4. Support standard strength filter fabric by wire mesh fastened securely to
the upslope side of the posts. Extend the wire mesh support to the bottom,of
the trench. Fasten the wire reinforcement, then fabric on the upslope side of
the fence post. Wire or plastic zip ties should have minimum 50 pound tensile ..
strength.
5. When a wire mesh support fence is used, space posts a maximum of 8 feet
apart. Support posts should be driven securely into the ground a minimum of
24 inches.
6. Extra strength filter fabric with 6 feet post spacing does not require -wire
mesh support fence. Securely- fasten the filter fabric directly to posts. Wire or
plastic zip ties should have minimum 50 pound tensile strength.
Rev. 6/06 6.62.3

\41011
7. Excavate a trench approximately 4 inches wide and 8 inches deep along
the proposed line of posts and upslope from the barrier (Figure 6.62a).
S. Place 12 inches of the fabric along the bottom and side of the trench.
9. Backfill the trench with, soil placed over the filter fabric and compact.
Thorough compaction of the backfill is'critical to silt fence performance.
10. Do not attach filter fabric to existing trees.
SEDIMENT FENCE INSTALLATION USING THE SLICING. -METHOD
Instead of excavating a trench, placing fabric and then backfil ling .trench,
sediment fence may be installed using specially designed equipment . that
inserts the fabric into a cut sliced in the ground with a disc (Figure 6.62b).
hstallation 1. The base of both end posts should be at least one foot -higher than the
S eCiflcations middle of the fence. Check with a level if necessary.
p 2. Install posts 4 feet apart in critical areas and 6 feet apart.on standard
applications.
3. Install posts 2 feet deep on the downstream side of the silt fence,, and
as close as possible to the fabric, enabling posts to support the fabric from
upstream water pressure.
4. Install posts with the nipples facing away from the silt fabric.
5. Attach the fabric to each post with three ties, all spaced within the .top 8
inches of the fabric. Attach each tie diagonally 45 degrees. through the fabric,
with each puncture at least 1 inch vertically apart. Also, each tie should be
positioned to hang on a post nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure
with 3 ties.
7. No more than 24 inches of a 36 inch fabric is allowed above ground
level.
8. The installation should be checked and corrected for any deviations before
compaction.
9. Compaction is vitally important for effective results. Compact the soil
immediately next to the silt fence fabric with the front wheel of the tractor,
skid steer, or roller exerting at least 60 pounds per square inch. Compact the
upstream side first, and then each side twice for a total of 4 trips.
6.62.4 Rev. 6/06

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The Slicing Method
Pondng height POST SPACING:
max. 24" 6' max. on open runs
4' max. on pooling areas
Attach fabric to
upstream side of post
FLOW --
Drive over each side of silt POST DEPTH:
fence 2 to 4 times with Z feet
device exerting 60 p.s.i. or
greater
compacted soil compacted soil'
'777 /21
X\
N�
Xn X\
\, \\`
;C6.
No more than 24" of 36" fabric
is allowed above ground.
-*� Operation
8"
ATTACHMENT DETAILS:
• Gather fabric at posts, if needed.
• Utilize three Pies per. post, all within top 8" of fabric.
• Position each he diagonally, puncturing holes vertically
a minimum of 1" apart.
• Hang each tie ono post nipple and tighten securely.
Use cable ties (50lbs) or soft wire.
Roll of silt fence
Fabric
1 above
J � ground
Silt Fence
\\\ 8 -12
Post
installed
offer
compaction
Horizontal chisel point Slicing blade
3" width ? ( 0.7" width] Completed Installation
Vibratory plow is not acceptable because of horizontal compaction
Figure 6.62b Schematics for using the slicing method to install a sediment fence. Adapted from Silt Fence that Works
6.62.6 Rev. 6/06

Practice Standards and Specifications.
Maintenance 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
ineffective, replace it promptly.
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 unstable sediment deposits. and bring the
area to grade and stabilize it after the contributing drainage area has been
properly stabilized.
References ASTM D 6461— 99. "Standard Specification for Silt Fence Materials" ASTM
International. For referenced ASTM standards, visit the ASTM website,
www.astm.org, or contact ASTM Customer Service, at service@astmrorg. For
Annual Book of ASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
ASTM D 6462 — 03. "Standard Practice for Silt Fence Installation" ASTM
International. For referenced ASTM standards, visit the ASTM website,
www.astm.org, or contact ASTM Customer Service at [e-mail]. For
Annual Book of ASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
C. Joel Sprague, PE, Silt Fence Performance Limits and Installation
Requirements. Sprague and Sprague Consulting Engineers and TRY
Environmental, Inc.
Carpenter Erosion Control. http://www.tommy-sfrn.com/
Kentucky Erosion Prevention and Sediment Control Field Manual, 2004.
Runoff Control Measures
6.20, Temporary Diversions
Outlet Protection
6.41, Outlet Stabiliiation Structure
Appendix
8.03, Estimating Runoff
Rev. 6/06 6:'62.7

P5
4tctice Standards and Specifications
�-1
?
Definition A small, temporary ponding basin formed by an embankment or excavation
to capture sediment.
Purpose To detain sediment -laden runoff and trap the sediment to protect receiving
streams, lakes, drainage systems, and protect adjacent property.
Conditions Where Specific criteria for installation of a temporary sediment trap are as follows:
Practice Applies - At the outlets of diversions, channels, slope drains, or other runoff
conveyances that discharge sediment -laden water.
- Below areas that are draining 5 acres or less.
- Where access can be maintained for sediment removal and proper
disposal.
In the approach to a stormwater inlet located below a disturbed area as
part of an inlet protection system.
• Structure life limited to 2 years.
A temporary sediment trap should not be located in an intermittent or
perennial stream.
PlanningSelect locations for sediment traps during site evaluation. Note natural
s drainage divides and select trap sites so that runoff from potential sediment -
Considerations producing areas can easily be diverted into the traps. Ensure the drainage
areas for each trap does not exceed 5 acres. Install temporary sediment traps
before land disturbing takes place within the drainage area.
Make traps readily accessible for periodic sediment removal and other
necessary maintenance. Plan locations for sediment disposal as part of trap
site selection. Clearly designate all disposal areas on the plans.
In preparing plans for sediment traps, it is important to consider provisions to
protect the embankment from failure from storm runoff that exceeds the design
capacity. Locate bypass outlets so that flow will not damage the embankment.
Direct emergency bypasses to undisturbed natural, stable areas. If a bypass is
not possible and failure would have severe consequences, consider alternative
sites.
Sediment trapping is achieved primarily by settling within a pool formed by
an embankment. The sediment pool may also be formed by excavation, or by
a combination of excavation and embankment. Sediment -trapping efficiency
is a function of surface area and inflow rate (Practice 6.61, Sediment Basin).
Therefore, maximize the surface area in the design. Because porous bares
improve flow distribution across the basin, high length to width ratios are not
necessary to reduce short-circuiting and to optimize efficiency.
Because well planned sediment traps are key measures to preventing off -
site sedimentation, they should be installed in the first stages of project
development.
Rev. 6/06
6.60.1

6
Design Criteria
SUMMSEX:
Primary Spillway:
Maximum Drainage Area:
Minimum Volume:
Minimum Surface Area:
Minimum L/W Ratio:
Minimum Depth:
Maximum Height:
Dewatering Mechanism:
Minimum Dewatering Time:
Baffles Required:
Temporary Sediment Trau
Stone Spillway
5 acres
3600 cubic feet per acre of disturbed area
435 square feet per cfs of Quo peak inflow
2:1
3.5 feet, 1.5 feet excavated below grade
Weir elevation 3.5 feet above grade
Stone Spillway
N/A
3
Storage capacity —Provide a minimum volume of 3600 ft3/acre of disturbed
area draining into the basin. Required storage volume may also be determined
by modeling the soil loss with the Revised Universal Soil Loss Equation or
other acceptable methods. Measure volume to the crest elevation of the stone
spillway outlet.
Trap cleanout Remove sediment from the trap, and restore the capacity
to original trap dimensions when sediment has accumulated to one-half the
design depth.
Trap efficiency —The following design elements must be provided for
adequate trapping efficiency:
• Provide a surface area of 0.01 acres (435 square feet) per cfs based on the
10-year storm;
• Convey runoff into the basin through stable diversions or temporary slope
drains;
• Locate sediment inflow to the basin away from the dam to prevent short
circuits from inlets to the outlet;
• Provide porous baffles (Practice 6.65, Porous Baffles);
• Excavate 1.5 feet of the depth of the basin below grade, and provide
minimum storage depth of 2 feet above grade.
Embankment —Ensure that embankments for temporary sediment traps do
not exceed 5 feet in height. Measure from the center line of the original ground
surface to the top of the embankment. Keep the crest of the spillway outlet
a minimum of 1.5 feet below the settled top of the embankment. Freeboard
may be added to the embankment height to allow flow through a designated
bypass location. Construct embankments with a minimum top width of 5 feet
and side slopes of 2:1 or flatter. Machine compact embankments.
Excavation —Where sediment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Outlet section —Construct the sediment trap outlet using a stone section of
the embankment located at the low point in the basin. The stone section serves
two purposes: (1) the top section serves as a non -erosive spillway outlet for
flood flows; and (2) the bottom section provides a means of dewatering the
basin between runoff events.
Stone size —Construct the outlet using well -graded stones with a dso size of 9
inches (Class B erosion control stone is recommended,) and a maximum stone
6.60.2
Rev. 6/06

`.
Practice Standards and Specifications
:�
size of 14 inches. The entire upstream face of the rock structure should be
covered with fine gravel (NCDOT #57 or #5 wash stone) a minimum of 1 foot
thick to reduce the drainage rate.
Side slopes —Keep the side slopes of the spillway section at 2:1 or flatter.
To protect the embankment, keep the sides of the spillway at least 21 inches
thick.
Depth —The basin should be excavated 1.5 feet below grade.
Stone spillway height —The sediment storage depth should be a minimum of
2 feet and a maximum of 3.5 feet above grade.
Protection from piping —Place filter cloth on the foundation below the riprap
to prevent piping. An alternative would be to excavate a keyway trench across
the riprap foundation and up the sides to the height of the dam.
Weir length and depth —Keep the spillway weir at least 4 feet long and sized
to pass the peak discharge of the 10-year storm (Figure 6.60a). A maximum
flow depth of six inches, a minimum freeboard of 1 foot, and maximum side
slopes of 2:1 are recommended. Weir length may be selected from Table 6.60a
shown for most site locations in North Carolina.
Cross -Section 12" min. of NCDOT#5
or #57 washed stone
3600 cu ft/acre
filter
fabric
r- - ---------- --
1.5 min.max
fi
Design settled
top
21 ,
Overfill 6" for
err.
�'•,
settlement
Plan View
v.
+.:
Emergency by
- 5 ----- i'.•.
4' ti5` z
m'n 2'S�°o+
pass 6" below
T
I
max
fill1
w t
�� {
d
settled top of
dam
2' to 3.5'
;air
xw 0
�';�
.
" .
`-�-----------
Natural
filter
3'
Ground
fabric
min.
Figure 6.60a Plan view and cross-section view of a temporary sediment trap.
Rev. 6/06
0.60.3

it
Table 6.60a
Design of Spillways
Construction
Specifications
1 0V
Drainage Area
Weir Length'
(acres)
N
1
4.0
2
6.0
3
8.0
4
10.0
5
12.0
'Dimensions shown are minimum.
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 soil.
• Place the filter fabric between the riprap and the soil. Extend the fabric
across the spillway foundation and sides to the top of the dam; or
• Excavate a keyway trench along the center line 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.
4. Clear the pond area below the elevation of the crest of the spillway to
facilitate sediment cleanout.
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 a 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. Discharge inlet 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
(References: Runoff Control Measures and Outlet Protection).
6.60.4 Rev. 6/06

Practice Standards and Specifications
�1
10. 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).
11. Direct emergency bypass to natural, stable areas. Locate bypass outlets
so that flow will not damage the embankment.
12. Stabilize the embankment and all disturbed areas above the sediment pool
and downstream from the trap immediately after construction (References:
Surface Stabilization).
13. Show the distance from the top of the spillway to the sediment cleanout
level (112 the design depth) on the plans and mark it in the field.
14. Install porous baffles as specified in Practice 6.65, Porous Baffles
jles
Maintenance Inspect temporary sediment traps at least weekly and after each significant ('/2
inch or greater) rainfall event and repair immediately. 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 part of the gravel facing that is
impaired by sediment.
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 feet 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.
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).
References Outlet Protection
6.41, Outlet Stabilization Structure
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Diversion Dike (Perimeter Protection)
6.23, Right-of-way Diversion (Water Bars)
Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.15, Riprap
Sediment Traps and Barriers
6.61, Sediment Basins
6.64, Skimmer Basins
6.65, Porous Baffles
North Carolina Department of Transportation
Standard Specifications for Roads and Structures
Rev. 6/06
6.60.5

IQ� E'er%
Practice Standards and Specifications
basin, or sediment basin to reduce the velocity ana turbulence of the water
flowing through the measure, and facilitate the settling of sediment from the
water before discharge.
Purpose Sediment traps and basins are designed to temporarily pool runoff water to
allow sediment to settle before the water is discharged. Unfortunately, they
are usually not very efficient due to high turbulence and "short-circuiting"
flows which take runoff quickly to the outlet with little interaction with most
of the basin. Baffles improve the rate of sediment retention by distributing the
flow and reducing turbulence. This process can improve sediment retention.
Conditions Where This practice should be used in any temporary sediment trap, rock dam,
Practice Applies skimmer basin or temporary sediment basin.
Planning Porous baffles effectively spread the flow across the entire width of a sediment
Consideration s basin or trap. Water flows through the baffle material, but is slowed sufficiently
to back up the flow, causing it to spread across the entire width of the baffle
(Figure 6.65a).
Spreading the flow in this manner utilizes the full cross section of the basin,
which in turns reduces flow rates or velocity as much as possible. In addition,
the turbulence is also greatly reduced. The combination increases sediment
deposition and retention and also decreases the particle size of sediment
captured.
The installation should be similar to a sediment fence (Figure 6.65b). Materials
such as 700 g/mZ coir erosion blanket (Figure 6.65d), coin mesh, or tree
protection fence folded over to reduce pore size have been used successfully.
Other similar materials could work as well. A support wire or rope across the
top will help prevent excessive sagging if the material is attached to it with
appropriate ties. Another option is to use a sawhorse type of support with the
legs stabilized with rebar inserted into the basin floor. These structures work
well and can be prefabricated off site and quickly installed. Another baffle
system involves placing silt fence fabric in front of a wire fence (hog wire)
backing, and slitting the fabric in alternating squares (Figure 6.65b). This
permits flow through the silt fence similar to more porous materials.
Rev. 6/06 6.65.1

...
a
Figure 6.65a Porous baffles in a sediment basin. The flow is distributed evenly across the basin to reduce
flow rates and turbulence, resulting in greater sediment retention.
Support rope
to wire to pre-
vent sagging
Baffles need to be installed correctly in order fully provide their benefits.
Refer to Figure 6.65b and the following key points:
• The baffle material needs to be secured at the bottom and sides using
staples or by trenching as for silt fence.
• Most of the sediment will accumulate in the first bay, so this should be
readily accessible for maintenance.
Support post,
24"into bottom
or side
Coir mesh or similar, stapled or
trenched into bottom or side
Stake to support
wiry
Figure 6.65b Cross-section of a porous baffle in a sediment basin. Note that there is no weir because the water
flows through the baffle material.
6.65.2 Rev. 6/06

Practice Standards and Specifications
6.31 ...,. , , .,
R R
Definition Channels with erosion -resistant linings of riprap, paving, or other structural
P material designed for the conveyance and safe disposal of excess water.
Purpose To convey concentrated surface runoff without erosion.
Conditions Where This practice applies where design flow velocity exceeds 2 ft/sec so that a chan-
Practice Applies nel lining is required, but conditions are unsuitable for grass -lined channels.
Specific conditions include:
• Channels where slopes over 5% predominate; continuous or prolonged
flows occur, potential for damage from traffic (people or vehicles) exists;
or soils are erodible and soil properties. are not suitable for vegetative
protection.
• Design velocity exceeds that allowable for a grass -lined channel.
• Property value justifies the cost to contain the design runoff in a limited
space.
• Channel setting warrants the use of special paving materials.
Planning Riprap or paving materials are generally employed as channel liners when
Considerations design flow velocities exceed the tolerance of grass or where grass lining is in-
appropriate (Practice 6.30, Grass -lined Channels).
Flexible liners are preferred to rigid liners, and riprap is the flexible liner of
choice. Riprap is preferred primarily on the basis of cost, but it has several ad-
ditional advantages such as:
• Riprap liners can be designed to withstand most flow velocities by choos-
ing stable stone size.
• Riprap adjusts to unstable foundation conditions without failure.
• Failure of a riprap liner is not as expensive to repair as a rigid liner would
be.
• The roughness of riprap reduces outlet velocity, and tends to reduce flow
volume by allowing infiltration.
Rigid liners such as concrete or flagstone can carry large volumes of water
without eroding. However, they are more expensive to design and construct, are
less forgiving of foundation conditions, and introduce high energies that must
be controlled and dissipated to avoid damage to channel outlets and receiving
streams.
Channels combining grassed side slopes and riprap or paved bottoms may be
used where velocities are within allowable limits for grass lining along the chan-
nel sides, but long -duration flows, seepage, or a high velocity flow would
damage vegetation in the channel bottom.
6.31.1

6
Paving blocks and gabions have some of the same characteristics as riprap and
are often used instead of riprap to fit certain site conditions.
Channels with smooth liners, such as concrete or flagstone, usually are not
limited by velocity, take up less land area, and can be constructed to fit limited
site conditions. In addition, they provide a more formal appearance and usual-
ly require less maintenance. Exercise care to see that foundation soils are stable
and proper foundation drainage is installed. Appropriate measures are needed
to reduce the exit velocity of the paved channel to protect the receiving chan-
nel or outlet.
Where urban drainage area exceeds 10 acres it is recommonded that riprap and
paved channels be designed by an engineer experienced in channel design.
Design Criteria Capacity —Design channels to contain the peak runoff from the 10-yr storm as
a minimum. Where flood damage potential is high, expand the capacity to the
extent of the value or hazard involved.
Table 6.31 a
Guide for Selecting Manning
n Values
Velocity --Compute velocity using Manning's equation with an appropriate n
value for the selected lining. Values for Manning's n are shown in Table 6.31a.
Lining Material
n
Concrete:
Trowel finish
0.012-0.014
Float finish
0.013-0.017
Gunite
0.016-0.022
Flagstone
0.020-0.025
Paving blocks
0.025
Rpprap
Determine from Table 8.05f
Gabion
0.025-0.030
Channel gradient When the Froude Number is between 0.7 and 1.3. Chan-
nel flows may become unstable and the designer should consider modifying the
channel slope. Reaches designed for supercritical flow should be straight unless
special design procedures are used
FR = B
9 A
Where:
FR =
Froude Number, dimensionless
Q =
Discharge, 0/sec
B =
Water surface width, ft
g =
32.2 ft/sec2
A =
Cross -sectional area, f1t2
Cross section —The cross section may be triangular, parabolic, or trapezoidal.
Reinforced concrete or gabions may be rectangular (Figure 6.31a).
6.31.2

Practice Standards and Specifications
-Smoothly blend
contact area
Design thickness
Design thickness
Smoothly blend
contact area
Design thickness
Design thickness
V-shaped Riprap Channel
Design top width
Design depth
Ill'—' Illy! l «tll - Subgrade excavation
=tttttl� j�
Filter layer, gravel or fabric
Trapezoidal Riprap Channel
L Filter layer, gravel
or fabric
Parabolic -shaped Riprap Channel
Design top width
Design depth
Figure 6.3la Construction detail of riprap channel cross sections.
' Subgrade excavation
Filter layer, gravel or fabric
Side slope —Base side slopes on the materials and placement methods in
Table 6.31b.
Hydraulic grade line --Ensure that the design water surface in the channel
meets the design flow elevations of tributary channels and diversions. Ensure
that it is below safe flood elevations for homes, roads, or other improvements.
Rsv. 1Z93 . 6.31.3

Table 6.31 b
Guide for Selecting Channel
Side Slopes
Table 6.31 c
Channel Lining Thickness
Maximum
Nonreinforced Concrete
Slope
Formed Concrete
Height of liningl.5 ft or less
vertical
Screeded concrete or flagstone mortared in place
Height of lining less than 2 ft
1:1
Height of lining more than 2 ft
2:1
Slip form concrete
Height of lining less than 3 ft
1:1
Riprap and Paving Blocks
2:1
Depth and width —Proportion the channel. depth and width to meet the needs
of drainage, carrying capacity, foundation limitations, and specific site condi-
tions.
Lining thickness —Minimum lining thickness should be as shown in Table
6.31c.
Filter layer —A sand/gravel filter layer should be used under the channel lining
to prevent piping and reduce uplift pressure (Appendix 8.05).
Riprap—For the design of riprap channels see Appendix 8.05.
Concrete --Concrete for linings should be a dense, durable product sufficient-
ly plastic for thorough consolidation but stiff enough to stay in place on side
slopes. As a minimum, use a mix certified as 3,000 lb/inch2 .
Cutoff —Cutoff walls are needed at the beginning and end of paved or riprapped
channel sections to protect against undercutting. Expansion joints and addition-
al cutoff walls may also be needed.
Outlets --Evaluate the capacity and stability of all channel outlets and protect
them from erosion by limiting exit velocity (Practices 6.40, Level Spreader and
6.41, Outlet Stabilization Structure).
Material
Minimum Thickness
Concrete
4 inches
Rock riprap
1.5 x maximum stone
diameter
Flagstone
4 inches including mortar
Construction 1. Clear the foundation area of trees, stumps, roots, loose rock, and other ob-
Specifications 3ectionable material.
2. Excavate the cross section to the lines and grades of the foundation 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 moist soil compacted to the den-
sity of the surrounding material.
r
J
6.31.4

Practice Standards and Specifications
3. Concrete linings:
• Place concrete linings to the thickness shown on the plans and finish them
in a workmanlike manner.
• Take adequate precautions to protect freshly placed concrete from ex-
treme temperatures to ensure proper curing.
• Ensure that subgrade is moist when concrete is poured.
• Install foundation drains or weep holes where needed to protect against
uplift and piping.
• Provide transverse (contraction) joints to control cracking at approxi-
mately 20-ft intervals. These joints may be formed by using a 1/2-inch
thick removable template or by sawing to a depth of at least 1 inch.
• Install expansion joints at intervals not to exceed 100 ft.
4. Rock riprap linings: Practice 6.15, Riprap.
5. Place filters, beddings and foundation drains to line and grade in the manner
specified. Place filter and bedding materials immediately after slope prepara-
tion. For synthetic filter fabrics, overlap the downstream edge by at least 12
inches with the upstream edge which is buried a minimum 12" in a trench. See
figure 6.14a, page 6.14.6. Space anchor pins every 3 ft. along the overlap.
Spread granular materials in a uniform layer. When more than one gradation is
required, spread the layers so there is minimal mixing. Filter material should
consist of at least 3 inches of material on all sides of the drain pipe. The drain
pipe conduit should be a minimum of 4 inches in diameter. Acceptable materials
include perforated, continuous, closed joint conduits of clay, concrete, metal,
plastic or other suitable material (Practice 6.81, Sub -Surface Drain)
6. Perform all channel construction to keep erosion and water pollution to a
minimum. Immediately upon completion of the channel, vegetate all disturbed
areas or otherwise protect them against soil erosion. Where channel construction
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 attention to the outlet and inlet sections and other
points where concentrated flow enters. Carefully check stability at road cross-
ings and look for indications of piping, scour holes, or bank failures. Make
repairs immediately. Maintain all vegetation adjacent to the channel in a healthy,
vigorous condition to protect the area from erosion and scourduring out -of -bank
flow.
References Surface Stabilization
6.11, Permanent Seeding
6.15, Riprap
Runoff Conveyance Measures
6.30, Grass -lined Channels
Rev. UM 6.31.5

Outlet Protection
6.41, Outlet Stabilization Structure
Other Related Practices
6.81, Subsurface Drain
Appendices
8.03, Estimating Runoff
8.05, Design of Stable Channels and Diversions
6.31.6
Rev. 1V93

Practic*�tandards and Specifications
6.30 - •
GL Definition A channel with vegetative lining constructed to design cross section and grade
for conveyance of runoff.
Purpose To convey and dispose of concentrated surface runoff without damage from
erosion, deposition, or flooding.
Conditions Where This practice applies to construction sites where:
Practice Applies
• concentrated runoff will cause damage from erosion or flooding,
• a vegetative lining can provide sufficient stability for the channel cross
section and grade;
• slopes are generally less than 5%;
• space is available for a relatively large cross section.
Typical uses include roadside ditches, channels at property boundaries, outlets
for diversions, and other channels and drainage of low areas.
Planning LOCATION
Considerations Generally, channels should be located to conform with and use the natural
drainage system. Channels may also be needed along development boundaries,
roadways, and backlot lines. Avoid channels crossing watershed boundaries or
ridges.
Plan the course of the channel to avoid sharp changes in direction or grade. Site
development should conform to natural features of the land and use natural
drainageways rather than drastically reshape the land surface. Major recon-
figuration of the drainage system often entails increased maintenance and risk
of failure.
Grass -lined channels must not be subject to sedimentation from disturbed
areas.
An established grass -lined channel resembles natural drainage systems and,
therefore, is usually preferred if design velocities are below 5 ft/sec. Velocities
up to 6 ft/sec can be safely used under certain conditions (Table 8.05a, Appen-
dix 8.05).
Establishment of a dense, resistant vegetation is essential. Construct and veg-
etate grass -lined channels early in the construction schedule before grading and
paving increase the rate of runoff.
Geotextile fabrics or special mulch protection such as fiberglass roving or straw
and netting provide stability until the vegetation is fully established. These
protective liners must be used whenever design velocities exceed 2 ft/sec for
bare soil conditions. It may also be necessary to divert water from the channel
until vegetation is established or to line the channel with sod. Sediment traps_.
may be needed at channel inlets and outlets.
6.30.1

u
\qwp�
V-shaped grass channels generally apply where the quantity of water is small,
such as in short reaches along roadsides. The V-shaped cross section is least
desirable because it is difficult to stabilize the bottom where velocities may be
high.
Parabolic grass channels are often used where larger flows are expected and
space is available. The swble-like shape is pleasing and may best fit site condi-
tions.
Trapezoidal grass channels are used where runoff volumes are large and slope
is low so that velocities are nonerosive to vegetated linings.
Subsurface drainage, or riprap channel bottoms, may be necessary on sites that
are subject to prolonged wet conditions due to long duration flows or high water
tables (Practice 6.81, Subsurface Drain and Practice 6.31, Riprap-lined and
Paved Channels).
OUTLETS
Outlets must be stable. Where channel improvement ends, the exit velocity for
the design flow must be nonerosive for the existing field conditions. Stability
conditions beyond the property boundary should always be considered (Prac-
tice 6.41, Outlet Stabilization Structure).
AREA
Where urban drainage area exceeds 10 acres, it is recommended that grass -lined
channels be designed by an engineer experienced in channel design.
Design Criteria Capacity —As a minimum, grass -lined channels should carry peak runoff from
the 10-yr storm without eroding. Where flood hazard exists, increase the
capacity according to the potential damage. Channel dimensions may be deter-
mined by using design tables with appropriate retardance factors or by
Manning's formula using an appropriate "n" value. When retardance factors are
used, the capacity is usually based on retardance "C" and stability on retardance
"D" (References: Appendix, 8.05).
Velocity —The allowable design velocity for grass -lined channels is based on
soil conditions, type of vegetation, and method of establishment (Table 8.05a,
Appendix 8.05).
If design velocity of a channel to be vegetated by seeding exceeds 2 ftlsec, a
temporary channel liner is required. The design of the liner may be based on
peak flow from a 2-yr storm. If vegetation is established by sodding, the per-
missible velocity for established vegetation shown in Table 8.05a may be used
and no temporary liner is needed. Whether a temporary lining is requried or not
permanentchannel linings must be stable for the 10-yr storm. A design approach
based on erosion resistance of various liner materials developed by the Federal
Highway Administration is presented in Appendix 8.05.
Cross section —The channel shape may be parabolic, trapezoidal, or V-shaped,
depending on need and site conditions (Figure 6.30a).
6.30.2

Prad�X4 Standards and Specifications
Figure 6.30a Cross section geometry of
��- triangular, parabolic, and trapezoidal Triangular "V"
channels.
T
d
e
x-section area (A) = Zd2
top width (T) = 2dz Z = e
d
Parabolic
T
d
L_
x-section area (A) = 2/3 Td
top width (T) _ 1.5A
d
Trapezoidal
T
d
b e
x-section area (A) = bd + Zd2
z= d
top width (T) = b + 2dz
Hydraulic grade line —Examine the design water surface if the channel sys-
tem becomes complex.
Side slope"rassed channel side slopes generally are constructed 3:1 or flat-
ter to aid in the establishment of vegetation and for maintenance. Side slopes of
V-shaped channels are usually constructed 6:1 or flatter along roadways for
safety.
Depth and width —The channel depth and width are proportioned to meet the
needs of drainage, soil conditions, erosion control, carrying capacity and site
conditions. Construct channels a minimum of 0.2 ft larger around the periphery
to allow for soil bulking during seedbed preparations and sod buildup.
Grade —Either a uniform or gradually increasing grade is preferred to avoid
sedimentation. Where the grade is excessive, grade stabilization structures may
be required or channel linings of riprap or paving should be considered (Prac-
tice 6.82, Grade Stabilization Structure).
6303

L�
Drainage —install subsurface drains in locations with high water tables or L�
seepage problems that would inhibit establishment of vegetation in the channel.
Stone channel bottom lining may be needed where prolonged low flow is an-
ticipated.
Outlets -Evaluate the outlets of all channels for carrying capacity and stability
and protect them from erosion by limiting the exit velocity (Practice 6.41, Out-
let Stabilization Structure).
Sedimentation protection —Protect permanent grass channels from sediment
produced in the watershed, especially during the construction period. This can
be accomplished by the effective use of diversions, sediment traps, protected
side inlets, and vegetative filter strips along the channel.
Construction 1. Remove all trees, brush, stumps, and other objectionable material from the
Specifications foundation area and dispose of properly.
2. Excavate the channel and shape it to neat lines and dimensions shown on the
plans plus a 0.2-ft overcut around the channel perimeter to allow for bulking
during seedbed preparations and sod buildup.
3. Remove and properly dispose of all excess soil so 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 conditions and selection of species. Protect the channel with
mulch or a temporary liner sufficent to withstand anticipated velocities during
the establishment period (Appendix 8.05).
Maintenance Duringthe establishment
period, check grass -lined channels after every rain-
fall. After grass is established, periodically check the channel; check it after
every heavy rainfall event. Immediately make repairs. It is particularly impor-
tant to check the channel outlet and all road crossings for bank stability and
evidence of piping or scour holes. Remove all significant sediment accumula-
tions to maintain the designed carrying capacity. Keep the grass in a healthy,
vigorous condition at all times, since it is the primary erosion protection for the
channel (Practice 6.11, Permanent Seeding).
References Surface Stabilization
6.11, Permanent Seeding
6.12, Sodding
6.14, Mulching
Outlet Protection
6.41, Outlet Stabilization Structure
Other Related Practices
6.81, Subsurface Drain
6.82, Grade Stabilization Structure
6.30.4

Prachze Standards and Specifications
Appendices
8.02, Vegetation Tables
8.03, Estimating Runoff
8.05, Design of Stable Channels and Diversions
6.30.5

Practice Standards and Specifications
:r 6.20
TD
r•
Definition A temporary ridge or excavated channel or combination ridge and channel con-
structed across sloping land on a predetermined grade.
Purpose To protect work areas from upslope runoff and to divert sediment -laden water
to appropriate traps or stable outlets.
Conditions Where This practice applies to construction areas where runoff can be diverted and.dis-
Practice Applies Posed of properly to control erosion, sedimentation, or flood damage. Specific
locations and conditions include:
• above disturbed existing slopes, and above cut or fill slopes to prevent
runoff over the slope;
• across unprotected slopes, as slope breaks, to reduce slope length;
• below slopes to divert excess runoff to stabilized outlets;
• where needed to divert sediment -laden water to sediment traps;
• at or near the perimeter of the construction area to keep sediment from
leaving the site;
• above disturbed areas before stabilization to prevent erosion and maintain
acceptable working conditions.
• Temporary diversions may also serve as sediment traps when the site has
been overexcavated on a flat grade; they may also be used in conjunction
with a sediment fence.
Planning . It is important that diversions are properly designed, constructed and main -
Considerations tanned since they concentrate water flow and increase erosion potential (Figure
6.20a). Particular care must be taken in planning diversion grades. Too much
slope can result in erosive velocity in the diversion channel or at the outlet. A
change of slope from steeper grade to flatter may cause deposition to occur. The
deposition reduces carrying capacity and may cause overtopping and failure.
Frequent inspection and timely maintenance are essential to the proper function-
ing of diversions.
Sufficient area must be available to construct and properly maintain diversions.
It is usually less costly to excavate a channel and form a ridge or dike on the
Compacted soil 2
`< .min >I
---•f
I
—milli III •I I � �! I I I ' 11(J 111 I
III I I=
III _9 Ili-
6'- typical
Figure 6.20a Temporary earthen diversion dike.
-+ Flow
18 min
r
stir
6.20.1

downhill side with the spoil than to build diversions by other methods. Where
space is limited, it may be necessary to build the ridge by hauling in diking
material or using a silt fence to divert the flow. Use gravel to form the diversion
dike where vehicles must cross frequently (Figure 6.20b).
Coarse aaoreaate _
Figure 6.20b Temporary gravel diversion dike for vehicle crossing (modified from Va SWCC).
Plan temporary diversions to function 1 year or more, or they may be con-
structed anew at the end of each day's grading operation to protect new fill.
Diversions that are to serve longer than 30 working days should be seeded and
mulched as soon as they are constructed to preserve dike height and reduce
maintenance.
Where design velocities exceed 2 ft/sec, a channel liner is usually necessary to
prevent erosion (Table 8.05a, Appendix 8.05).
Temporary diversions may serve as in -place sediment traps if overexcavated 1
to 2 ft and placed on a nearly flat grade. The dike serves to divert water as the
stage increases. A combination silt fence and channel in which fill from the
channel is used to stabilize the fence can trap sediment and divert runoff simul-
taneously.
Wherever feasible, build and stabilize diversions and outlets before initiating
other land -disturbing activities.
Design Criteria Drainage areas-5 acres or less.
Capacity peak runoff from 10-year storm.
Velocity —See Table 8.05a, Permissible Velocities for Erosion Protection, Ap-
pendix 8.05.
Ridge design— side slope: 2:1 or flatter
3:1 or flatter at points where vehicles cross
top width: 2 ft minimum
freeboard: 0.3 ft minimum
settlement:. 10% of total fill height minimum
6.28.2

Practice Standards and Specifications
Channel design— shape: parabolic, trapezoidal, or V-shaped
side slope: 2:1 or flatter
3:1 or flatter where vehicles cross
Grades —Either a uniform or a gradually increasing grade is preferred. Sudden
decreases in grade accumulate sediment and should be expected to cause over-
topping. A large increase in -grade may erode.
Outlet —Design the outlet to accept flow from the diversion plus any other con-
tributing areas. Divert sediment -laden rundff-arid release through a sediinent-
tirapping device (Practice 6.60,_ Temporary Sediment Trap and Practice 6.61,
Sediment Basin). Flow from undisturbed areas can be dispersed by a level
spreader (Practice 6.40, Level Spreader).
Small diversions —Where the diversion channel grade is between 0.2 and 3%,
a permanent vegetative cover is required. A parabolic channel and ridge 1.5 ft
deep and 12 ft wide may be used for diversions with flows up to 5 cfs. This depth
does not include freeboard or settlement. Side slopes should be 3:1 or flatter and
the top of the dike must be at least 2 ft wide.
Construction 1. Remove and properly dispose of all trees, brush, stumps, and other objec-
Specifications tionable material.
2. Ensure that the minimum constructed cross section meets all design require-
ments.
3. Ensure that the top of the dike is not lower at any point than the design eleva-
tion plus the specified settlement.
4. Provide sufficient room around diversions to permit machine regrading and
cleanout.
5. Vegetate the ridge immediately after construction, unless it will remain in
place less than 30 working days.
Maintenance Inspect temporary diversions once a week and after every rainfall. Immediate-
ly remove sediment from the flow area and repair the diversion ridge. Careful-
ly 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.
References Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
6.14, Mulching
Outlet Protection
6.40, Level Spreader
6.41, Outlet Stabilization Structure
6.203

Sediment Traps and Barriers
6.60, Temporary Sediment Trap.
6.61, Sediment Basin
Appendices
8.03, Estimating Runoff
8.05, Design of Stable Channels and Diversions
:6.20.4

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Name: SPRUCE PINE Location: 797056 ft. N 1101966 ft. E NAD83
Date: 3/29/2010 Caption: Steel Gray Mine, Altapass Road
Scale: 1 inch equals 500 feet Spruce Pine, NC, Mitchell County

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