20210308 Colon Mine Permit Modification to DEMLR

Permit Modification:
Colon Mine Site
Permit No. 53-05
Green Meadow, Inc.
Santord, NC
March 2021
HDR Engineering, Inc. of the Carolinas
440 South Church Street, Suite 1000
Charlotte, NC 28202-2075
704.338.66700
NC License F0116

hdrinc.com
March 8, 2021
Mr. David Miller
Land Quality Section
Division of Energy, Mineral, and Land Resources
Department of Environment and Natural Resources
1612 Mail Service Center
Raleigh NC 27699-1612
Re: Colon Mine Site
Mining Permit No. 53-05
Dear Mr. Miller,
On behalf of Green Meadow, LLC and Charah, Inc., HDR is requesting a major permit modification
for the Colon Mine Site, Mining Permit No. 53-05.
The purpose of the major permit modification is to remove the currently permitted use of Coal
Combustion Byproducts (CCBs) structural fill as part of the reclamation plan and to essentially
restore the permit to reflect the mining and reclamation plans as contained in the December 12,
2014 permit renewal for the facility.
Attached you will find six complete hard copies and one electronic copy of the following information:
• Completed permit application form.
• Updated sediment basin calculations reflecting the removal of the previously permitted
CCBs structural fill.
• Drawings reflecting the proposed modified mining and reclamation plans.
Also attached is a check for $1,000 as required for submittal of a major permit modification.
If you have any questions, comments, or require additional information, please contact me at 704.
338.6843.
Sincerely,
HDR Engineering, Inc. of the Carolinas
{
Michael D. Plummer, PE
Project Manager
440 S Church Street, Suite 1000, Charlotte, NC 28202-2075
704.338.6700

PERMIT APPLICATION FORM

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APPLICATION FOR A MINING PERMIT
NORTH CAROLINA
MINING PERMIT APPLICATION
State of North Carolina
Department of Environmental Quality
Division of Energy, Mineral, and Land Resources
1612 Mail Service Center
Raleigh, North Carolina 27699-1612
[phone]
Revised: 2017
—1—

APPLICATION FOR A MINING PERMIT
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
APPLICATION FOR A MINING PERMIT
(PLEASE PRINT OR TYPE)
1. Name of Mine Colon Mine County Lee
River Basin Cape Fear
Latitude (decimal degrees to four places)
35.5348
Longitude (decimal degrees to four places)-79.1598
2. Name of Applicant* Green Meadow, Inc.
3. Permanent address for receipt of official mail** 12601 Plantside Drive, Louisville, KY 40299
Telephone: [phone]
4. Mine Office Address same as above
5. Mine Manager Norman Divers
6. E-mail Address: ndivers(u�charah.com
Alternate No.: [phone]
Telephone ( ) same as above
I certify that all details contained in this Permit Application are true and correct to the best of our
knowledge. We f y understand that any willful misrepresentation of facts will be cause for permit
revocation.
***Signature Date 3/2/2021
Print Name Norman E. Divers, III
Title VP -Quality, Environment, Health & Safety
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 Division of Energy, Mineral, and Land Resources 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 of
a 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 considered complete. Attach additional sheets as needed.
-2-

APPLICATION FOR A MINING 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:
❑ 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):
Of this acreage, how much is owned and how much is leased? Acres owned:
Acres leased: Property owner if leased:
® If this is an application for a MODIFICATION to a mining permit, indicate the mining permit
number and the total (overall) acreage covered by the existing permit.
Mining Permit No.: 53-05 Total permitted acreage: 371
Does the modification involve acreage within the previously approved permitted boundary?
Yes ® No ❑. If yes, indicate the acreage to be covered by this modification (this is the acreage
that the "major modification" fee will be based upon): 371
Does the modification involve acreage outside the previously approved permitted boundary?
Yes ❑ No Z. 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 mining 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:
3. Mining method:
H
Hydraulic Dredge ® Front-end Loader & Truck ® Shovel & Truck
Dragline & Truck Self -loading Scraper
Other (explain):
4. a.
Expected maximum depth of mine (feet) 32
Depth is relative to what benchmark? (e.g., natural ground level, mean sea level, road elevation, etc
Natural around level
b. Expected average depth of mine (feet)
10
5. Has any area(s) at this site been mined in the past? Yes ® No ❑
If yes, when and by whom was this activity conducted?
General Shale Brick Inc./Cherokee Sanford has mined the site since 1972.
-3-

APPLICATION FOR A MINING PERMIT
6. Number of years for which the permit is requested (Life of the Mining Operation or Life of Lease from
Public Entity): Life of Mining Operation
B. MAPS
1. 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) copies of all 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: Physical Address:
1612 Mail Service Center OR 512 North Salisbury Street, 5tn Floor
Raleigh, North Carolina 27699-1612 Raleigh, North Carolina 27604
[phone]
httn://nortal.ncdenr.orL,/web/lr/geological home
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]
hiip://www.ncdot.orWit/gis/
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. Thus, all mine and reclamation maps
must 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.

APPLICATION FOR A MINING PERMIT
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
0-49 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)
WeZ

APPLICATION FOR A MINING PERMIT
A table/chart must be provided on the mine map that clearly lists the approximate acreage of tailings/sediment
ponds, stockpiles, wastepiles, processing area/haul 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
28.5
Stockpiles
7.4
Wastepiles
5.0
Processing Area/Haul Roads
17.5
Mine Excavation
255.6
Other (Explain)
0
[Total Disturbed Acreage
F31
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 QUESTIONS/STATEMENTS
THROUGHOUT THE FORM). THIS APPLICATION WILL NOT BE CONSIDERED COMPLETE
WITHOUT ALL RELEVANT ITEMS BEING ADEQUATELY ADDRESSED ON THE MINE MAPS.

APPLICATION FOR A MINING PERMIT
C. PROTECTION OF NATURAL RESOURCES
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.
Clay mining will continue as indicated on the mining maps. Sediment basins 17 through 21 will be
installed as needed before mining takes place within the drainage areas to these basins.
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 map(s) and provide typical cross-sections/construction details of each
measure. Engineering designs and calculations are required to justify the adequacy of any proposed
measures.
Erosion control within previously mined areas will be provided by large bodies of water within mined
pits that will allow sediment to settle out of stormwater prior to discharge. Diversion berms and grading
will be used to direct runoff to these bodies of water. Dry detention sediment basins with skimmers will
be constructed within the previously unmined areas on the north side of the permitted property prior to
commencing mining within the watersheds to these basins. These sediment basins were designed to
contain the 10-year design storm and to safely pass the 100-yr design storm without overtopping the
berm. Diversion berms and grading will be used to direct runoff to these basins. Revegetation will be
performed within disturbed areas according to the seeding requirements in the mining plans. Reclamation
will be conducted simultaneously with mining to the extent feasible.
3. a. Will the operation involve washing the material mined, recycling process water, or other waste water
handling? Yes ❑ No M. If yes, briefly describe all such processes including any chemicals to
be used.
b. Will the operation involve dischar ing fresh or waste water from the mine or plant as a point discharge
to the waters of the State? Yes No ❑. 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).
Stormwater runoff from mined areas will either be directed to existing large bodies of water or
proposed dry detention sediment basins to provide sediment removal prior to offsite discharge.
Discharge locations are shown on the mine maps.
C. Will any part of the proposed mine excavation(s) extend below the water table? Yes ® NoEl.
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 per day: 5,000 . Locate all existing wells on the mine map(s) that lie
within 500 feet of the proposed excavation area. Provide data 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.
No existing water wells have been identified within 500 feet of the proposed excavation area. Area is
served by private wells. Most of the water removed is surface water accumulated in the mine
excavations.
-7-

APPLICATION FOR A MINING PERMIT
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 Stormwater Program. In addition, the applicant is required to register water use with the
Division of Water Resources, Ground Water Management Branch, if the operation withdraws more
than 10,000 gallons per day and needs a capacity use permit from the Division of Water Resources,
Ground Water Management Branch, if the operation lies in a capacity use area and withdraws more
than 100,000 gallons per day.
The mine has an existing NPDES permit No. NCG020854.
4. a. Will the operation involve crushing or any other air contaminant emissions? Yes ❑ No M.
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?
The natural moisture of the materials stockpiled will limit dusting from stockpiles. Haul roads are
wetted as needed to prevent dusting.
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 50-foot undisturbed property line buffer is maintained. A 300-foot buffer is maintained to
residences and private groundwater wells.
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-foot buffer to wetlands and streams is also maintained except where impacts are permitted
through the USACE and NCDWQ.
6. a. Describe methods to prevent landslide or slope instability adjacent to adjoining permit boundaries
during mining. Minimum 2 horizontal to 1 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.
A 2:1 (H:V) slope is maintained along exterior slopes.

APPLICATION FOR A MINING PERMIT
b. Provide a cross-section on the mine map(s) 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 Drawing OOC-05.
c. In excavation(s) of unconsolidated (non -rock) materials, specify the angle of all cut slopes including
specifications for benching and sloping. Cross -sections for all cut slopes must be provided on the
mine map(s).
No benching will be conducted. Cut slopes will be 2:1 (H:V) along the exterior of the mine.
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.
N/A
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.
N/A
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).
N/A
9. Are acid producing minerals or soils present? Yes ❑ No M.
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 mine is screened from public view by wooded areas.
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.

APPLICATION FOR A MINING PERMIT
11. Will explosives be used? Yes ❑ No M.
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 nearby structures, more detailed technical information may be
required on the blasting program (such as a third -party blasting study). Locate the nearest offsite
occupied structure(s) to the proposed excavation(s) on the mine map and indicate its approximate
distance to the proposed excavation.
12. Will fuel tanks, solvents, or other chemical reagents be stored on -site? Yes ® NoFT
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).
Motor oil and other products required for equipment maintenance will be stored in on -site facility
storage buildings. Above ground petroleum tanks will have secondary containment systems.
-10-

APPLICATION FOR A MINING PERMIT
D. RECLAMATION PLAN
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.
The land will be revegetated in grass. Mine pits will be allowed to flood to form permanents lakes and
ponds. Land above water will be sloped to drain by gravity to the water bodies formed by the
excavation.
2. Is an excavated or impounded body of water to be left as a part of the reclamation? Yes ® No ❑.
If yes, illustrate the location of the body(s) of water on the reclamation map and provide a scaled
cross-section(s) 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 body(s) of water be stocked with fish? Yes ® NoFT
If yes, specify species.
The lakes will be stocked with bass, bream, and other species of fish native to the area.
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.
N/A
4. Indicate the method(s) 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.
Overburden, refuse, and spoil banks are minimal for a clay mine. Such stockpiles will be spread on the
ground to allow positive drainage and revegetated.
a. Describe reclamation of processing facilities, stockpile areas, and on -site roadways.
Any processing facilities will be removed as part of reclamation and vegetated. Stockpile areas will be
graded for positive drainage before revegetation. The haul roads in the mine will remain in place for site
access. These roadways are flush with the ground or are located on embankment fill.
b. Will any on -site roadways be left as part of the reclamation? Yes ® NoFT
If yes, identify such roadways on the reclamation map and provide details on permanent road and ditch
line stabilization.
See Sheet OOC-04, Mine Reclamation Plan, for on -site roadways that will be left as part of the
reclamation. Roads will either be soil or gravel surfaced. Ditches will be stabilized with vegetation.
-11-

APPLICATION FOR A MINING PERMIT
6. 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 generated waste shall be disposed of on the mine site without prior written approval
from the NC Department of Environmental Quality, Division of Energy, Mineral, and Land
Resources 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.
No scrap metal or other debris will be left on -site.
7. 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 NC Forest Service, Department of Agriculture and Consumer
Services;
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 NC Forest Service, Department of Agriculture and
Consumer Services;
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 seeding detail on Sheet OOC-06.
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/or reforestation plan approved by:
Signature
Print Name
Title
Agency
-12-
Date

APPLICATION FOR A MINING 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 $500 to $5, 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,° or each
aspect ofthe mining operation, that you intend to affect during the life ofthis mining permit (in addition, please
insert the appropriate reclamation cost/acre for each cateaoty from the Schedule of Reclamation Costs
provided with this annlication form) OR you can defer to the Department to calculate vour bond for you based
AFFECTED
RECLAMATION
RECLAMATION
CATEGORY
ACREAGE
COST/ACRE*
COST
Tailings/Sediment Ponds:
28.5
Ac.
X
$
1000
/Ac.
$
28,500
Stockpiles:
7.4
Ac.
X
$
2500
/Ac.
_ $
18,500
Wastepiles:
5.0
Ac.
X
$
5000
/Ac.
_ $
25,000
Processing Area/Haul Roads:
17.5
Ac.
X
$
5000
/Ac.
_ $
87,500
Mine Excavation:
255.6
Ac.
X
$
2000
/Ac.
_ $
511,200
Other:
Ac.
X
$
/Ac.
_ $
TOTAL AFFECTED AC.:
314.0 Ac.
(TOTAL PERMITTED AC.:
371.0 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 181.5 Ac.
b) Positive Drainage 132.5 Ac. X $1,500.00 = $ 198,750.00
SUBTOTAL COST: $ 869,450.00
Inflation Factor:
0.02 X SUBTOTAL COST: $ 17,389.00 X Permit Life Provided by Applicant (Life of the Mining
Operation or Life of Lease from Public Entity (in Years)): 10 years
INFLATION COST: $ 173,890.00
Total Reclamation Bond Cost: $ 1,043,300.00
(round down to the nearest $100.00)
(NOTE: The reclamation bond cannot exceed $1 million per GS 74-54)
-13-

APPLICATION FOR A MINING 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 Energy, Mineral, and 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.
NOTES:
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"
-14-

APPLICATION FOR A MINING PERMIT
G. LAND ENTRY AGREEMENT
We hereby grant to the Department or its appointed representatives 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:
Print Name: Scott Sewell, Manager
(Title, if applicable)
Company Green Meadow, LLC
(If applicable)
Address: 12601 Plantside Drive
Louisville, KY 40299
Telephone: [phone]
APPLICANT:
Signature: *
Print Name: Norman E. Divers, III
Title: VP - QEH&S
Company: Green Meadow, LLC
Mine Name: Colon Mine
Telephone: [phone]
Date Signed: 3/2/2021 Date Signed: 3/2/2021_
*Signature must be the same as the individual who signed Page 1 of this application.
One original and five (5) copies of the completed application, six (6) copies of all location maps, mine maps
and reclamation maps, and the appropriate processing fee (see next page for fee schedule) in the form a check
or money order payable to the North Carolina Department of Environmental Quality must be sent to the
Raleigh Central Office at the address listed on the front cover of this application form.
Inquiries regarding the status of the review of this application should be directed to the Mining Program staff at
[phone].
-15-

APPLICATION FOR A MINING PERMIT
MINING FEE SCHEDULE
A nonrefundable permit application processing fee when filing for a new mining permit, permit modification or transferred permit is
required as follows:
0-25 acres
26+acres
New Permit Applications
$3,750.00
$5,000.00
Permit Modifications
$750.00
$100.00
Permit Transfers
$100.00
$100.00
Annual Operating Fee
$400.00
$400.00
Acres for new permits means the total acreage at the site. Acres for 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.
MOM

APPLICATION FOR A MINING PERMIT
SCHEDULE OF RECLAMATION COSTS
(Based upon range 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
Type
T/S Ponds
S.piles
W.piles
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,
I000(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.0003, 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,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 DETERMINATION.
-17-

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SEDIMENT BASIN CALCULATIONS

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FYa
Calculation Cover Sheet
Client: Charah Solutions
Project: Colon (Sanford) Mine Permit Modification
Project No: 10021146 Rev: 0
Title: Erosion and Sediment Control Modification Page: 1 of 5
Purpose: Addition of Sediment Basins to the mine area to facilitate the capture of drainage and the
stabilization of stormwater
Originator: Patrick D. Brownson, PE
Checked by: Thomas M. Yanoschak, PE
Computed: 2/25/2021
Checked: 2/26/2021
Objective
Locate and design the necessary sediment basins to capture stormwater flow across the mine site while
observing buffers.
References
Elements of Urban Stormwater Design, Malcom, H. Rooney (1989 & 2003 Supplement), NC State Univ.,
Raleigh, NC.
North Carolina Erosion & Sediment Control Planning & Design Manual, North Carolina Division of Land
Resources (2013 Updates), Raleigh, NC.
HydroCAD Stormwater Modeling System, Version 10.0, HydroCAD Software Solutions, LLC (2019).
Chororua, New Hampshire.
Bonnin, G.M. et. al., "NOAA Atlas 14, Volume 2, Version 3, Point Precipitation Frequency Estimates",
NOAA National Weather Service, obtained February 24, 2021.
Assumptions
There is a 50-foot property line buffer that runs the perimeter of the north, east, and south parts of the site
in which no land disturbance will occur.
Runoff was conservatively computed assuming bare soil on Hydrologic Soil Group B (according to the
United States Department of Agriculture Natural Resources Conservation Service's Web Soil Survey).
These assumptions generated a curve number of 86 for all drainage areas (see Attachment 1).
The analysis is based on the 10 year-24 hour design storm as defined by the NOAA Atlas 14, Volume 2,
Version 3[EAw1] for 1303 Brickyard Road, Sanford, NC. The depth of rainfall for this design storm is 5.27
inches (see Attachment 2).
Analysis
HDR used the following approach to located and design each sediment basin for the revised drainage
system:
hdrinc.com 440 S Church Street, Suite 1000, Charlotte, NC 28202-2075
704.338.6700
1

FYa
1. The site was broken up into individual drainage areas by identifying high points, ridge lines, and
areas where water would naturally begin to collect. One basin was located in each drainage area
(seven basins total) and was placed so as to capture as much overland flow as possible.
2. HydroCAD was used to determine a runoff amount for the design storm for each drainage area.
Per the North Carolina Erosion and Sediment Control Planning and Design Manual (E&SCP&DM)
Section 6.61, "Sediment Basins", the runoff determined both the required surface area at the
crest of the basin riser, and the drainage area was used to determine the required storage at the
crest of the basin riser. Basins were then sized to first satisfy the surface area requirement, and
basin depth was adjusted to satisfy the storage requirement.
3. The basins were modeled as detention ponds in HydroCAD to ensure the height of the
emergency spillway was adequate to pass the design storm while ensuring 1 foot of freeboard to
the top of the basin's berm crest. A riser and culvert barrel system was iteratively sized (riser
diameter was 1.5 times the barrel diameter per the E&SCP&DM) and a skimmer was added to
dewater the pond between the 2 to 5 day time frame.
4. Outlet protection was designed using riprap aprons according to the standards in Section 8.06 of
the E&SCP&DM to prevent any downstream erosion.
Calculations
All calculations were performed using HydroCAD software. The model and outputs are included in
Attachment 3.
Conclusions
The combination of the seven (7) proposed sediment basins at the site effectively detain, stabilize, and
carefully discharge stormwater flows at the site, controlling sediment and preventing erosion.
Attachments
• Attachment 1: NRCS Web Soil Survey
• Attachment 2: NOAA Precipitation Frequency Data
• Attachment 3: HydroCAD Report

Attachment 1: NRCS Web
Soil Survey

This page intentionally left blank.

3
'a
A
697400
350 32' 5T' N
35o 31' 57' N
Hydrologic Soil Group —Lee County, North Carolina
667700 66WM 66M 6686W 66M 669200
697400 667700 668000 668300 668600 6689W
3
v
Map Scale: 1:12,900 if printed on A landscape (11" x 8.5") sheet
Meters N
0 150 300 600 900
Feet
0 500 1000 2000 3000
Map projection: Web Mercabr Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
6692W 669500 6698W
3
N
F
670100
35' 32' 57 N
I
350 31' 57' N
670100
3
N
F
m
2/24/2021
Page 1 of 4

Hydrologic Soil Group —Lee County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:24,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
#%-0 Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
® Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Lee County, North Carolina
Survey Area Data: Version 18, Jun 4, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 28, 2019—Jul 30,
2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UU� Natural Resources Web Soil Survey 2/24/2021
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Lee County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
Ch
Chewacla silt loam, 0 to
B/D
67.2
16.0%
2 percent slopes,
frequently flooded
CrB
Creedmoor fine sandy
C/D
34.4
8.2%
loam, 2 to 8 percent
slopes
CrD
Creedmoor fine sandy
C/D
17.7
4.2%
loam, 8 to 15 percent
slopes
MfB
Mayodan fine sandy
B
123.3
29.3%
loam, 2 to 8 percent
slopes
MfD
Mayodan fine sandy
B
66.2
15.7%
loam, 8 to 15 percent
slopes
MfE
Mayodan fine sandy
B
33.7
8.0%
loam, 15 to 25 percent
slopes
PfB
Pinkston silt loam, 2 to 8
C
15.6
3.7%
percent slopes
PfD
Pinkston silt loam, 8 to
C
53.6
12.7%
15 percent slopes
ToB
Tillery fine sandy loam,
C
9.1
2.2%
1 to 4 percent slopes,
rarely flooded
Totals for Area of Interest
420.9
100.0%
USDA Natural Resources Web Soil Survey 2/24/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Lee County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
uSDA Natural Resources Web Soil Survey 2/24/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

Attachment 2: NOAA
Precipitation Frequency Data

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2/24/2021 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
' Location name: Sanford, North Carolina, USA* �,
Latitude: 35.5469°, Longitude:-79.1383°
Elevation: 280.6 ft**
source: ESRI MapsmV140'r
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, I Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.425 0.502 -0-.5-8-2T 0.640 IF 0.706 IF 0.750 IF 0.792 IF 0.8-27-IF 0.868 IF 0.898
(0.388-0.467) (0.458-0.552) (0.531-0.641) (0.582-0.703) (0.639-0.774) (0.677-0.822) (0.710-0.867) (0.739-0.907) (0.768-0.952) (0.789-0.986)
10-min 0.679 0.803 0.933 1.02 1.13 1.20 1.26 1.31 1.37 1.42
(0.620-0.746) (0.733-0.884) (0.850-1.03) (0.931-1.12) 1 (1.02-1.23) 1 (1.08-1.31) 1 (1.13-1.38) 1 (1.17-1.44) 1 (1.22-1.51) 1 (1.24-1.55)
15-min 0.848 1.01 1.18 1.30 1.43 1.51 1.59 1.65 1.73 1.78
(0.775-0.932) (0.921-1.11) 1 (1.08-1.30) 1 (1.18-1.42) 1 (1.29-1.56) (1.37-1.66) (1.43-1.74) 11 (1.48-1.82) 1 (1.53-1.90) 11 (1.56-1.95)
30-min 1.16 1.39 1.68 1.88 2.11 2.28 2.44 2.58 2.75 2.88
(1.06-1.28) (1.27-1.53) (1.53-1.84) (1.71-2.06) (1.91-2.32) (2.06-2.50) (2.19-2.67) (2.30-2.83) 1 (2.44-3.02) 1 (2.53-3.16)
60-min 1.45 1.75 2.15 2.44 2.81 3.09 3.35 3.61 3.95 4.20 (1.32-1.59) (1.60-1.93) (1.96-2.36) (2.22-2.68) 1 (2.55-3.08) (2.79-3.38) 1 (3.01-3.68) (3.23-3.96) (3.49-4.33) (3.69-4.61)
2-hr 1.71 2.07 2.58 2.95 3.45 3.82 4.20 4.57 5.06 5.43
(1.55-1.90) (1.88-2.30) (2.33-2.86) (2.67-3.27) (3.09-3.82) (3.42-4.23) (3.73-4.64) (4.03-5.05) (4.41-5.59) (4.70-6.01)
3-hr 1 1.81 2.19 2.74 3.17 3.74 4.18 4.63 5.10 5.73 6.23
( .65-2.01) (2.00-2.44) (2.49-3.05) (2.87-3.51) (3.36-4.13) (3.74-4.63) (4.11-5.12) (4.48-5.63) (4.98-6.34) (5.36-6.90)
6-hr 2.17 2.62 3.28 3.80 4.50 5.06 5.63 6.23 7.05 7.70
(1.98-2.40) (2.40-2.90) (2.99-3.62) (3.45-4.18) (4.06-4.94) (4.53-5.55) (5.00-6.17) (5.48-6.82) (6.11-7.71) (6.60-8.43)
12-hr 2.57 3.11 3.91 4.55 5.43 6.15 6.90 7.68 8.79 9.68
(2.35-2.84) (2.84-3.43) (3.56-4.32) (4.12-5.01) (4.88-5.97) (5.49-6.74) (6.09-7.55) (6.71-8.40) (7.55-9.61) 1 (8.20-10.6)
24-hr 3.00 3.61 4.54 5.27 6.26 7.06 (77.87 8.71 9.86 10.8
(2.79-3.21) (3.38-3.89) (4.24-4.88) (4.90-5.66) (5.81-6.73) (6.53-7.57) .26-8.44) (8.01-9.34) (9.03-10.6) (9.83-11.6)
2-day 3.48 4.20 .2 5.24 6.06 7.17 8.05 8.95 9.88 11.1 12
(3.24-3.74) fl (3.91-4.51) 1 (4.88-5.63) 1 (5.63-6.50) 1 (6.64-7.69) (7.43-8.63) 1 (8.24-9.61) 11 (9.07-10.6) 1 (11.1-13.1)
3-day 3.69 4.44 5.51 6.35 7.50 8.41 9.35 10.3 11.6 12.7
(3.44-3.96) fl (4.14-4.76) 1 (5.13-5.90) 1 (5.90-6.80) 1 (6.95-8.04) 1 (7.77-9.02) 1 (8.61-10.0) 1 (9.47-11.1) 1 (10.6-12.5) 1 (11.5-13.6)
4-day 3.90 4.68 5.78 6.65 7.84 8.79 9.75 10.8 12.1 13.2
(3.64-4.17) (4.36-5.01) (5.38-6.18) (6.18-7.11) (7.25-8.39) (8.10-9.40) (8.97-10.4) (9.87-11.5) (11.1-13.0) 1 (12.0-14.2)
7-day 4.49 5.35 6.53 7.46 8.74 9.76 10.8 11.9 13.4 14.5
(4.19-4.79) 1 (5.01-5.72) 1 (6.10-6.97) 1 (6.96-7.97) 1 (8.13-9.33) 1 (9.05-10.4) (9.99-11.5) (11.0-12.7) (12.3-14.3) 11 (13.3-15.6)
10-day 5.11 6.09 7.32 8.30 9.60 10.6 11.7 12.7 14.1 15.3
(4.81-5.45) (5.72-6.49) 1 (6.88-7.80) 1 (7.78-8.83) 1 (8.97-10.2) 1 (9.90-11.3) 1 (10.8-12.4) 1 (11.8-13.6) 1 (14.0-16.3)
20-day 6.88 8.12 9.60 10.8 12.3 13.6 14.8 16.1 17.8 19.1
(6.47-7.31) (7.65-8.63) (9.02-10.2) 1 (10.1-11.4) 1 (11.5-13.1) 1 (12.7-14.4) (13.8-15.7) (14.9-17.1) (16.4-18.9) 1 (17.6-20.4)
�-d:a:y] 8.55 10.1 11.7 13.0 14.7 15.9 17.2 18.5 20.2 21.5
(8.07-9.07) (9.48-10.7) (11.0-12.4) (12.2-13.8) (13.8-15.6) (14.9-16.9) (16.1-18.3) (17.3-19.7) (18.8-21.6) 1 (20.0-23.0)
[457day 10.9 12.8 14.6 16.0 17.8 19.2 20.6 21.9 23.7 25.0
(10.3-11.5) (12.1-13.5) (13.8-15.4) (15.1-16.9) (16.9-18.8) (18.1-20.3) (19.4-21.7) (20.6-23.2) 1 (23.3-26.5)
�-day 13.0 15.2 17.2 18.7 20.7 22.2 23.7 25.1 26.9 28.2
(124-13.7) (14.4-16.0) J L (16.3-18.1) J L (17.8-19.7) J L (19.6-21.8) j(21.0-23.4) (22.3-24.9) (23.6-26.4) (25.3-28.4) (26.5-29.9)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.5469&Ion=-79.1383&data=depth&units=engIish&series=pds 1/4

2/24/2021 Precipitation Frequency Data Server
PDS-based depth -duration -frequency (DDF) curves
Latitude: 35.54691, Longitude:-79.13831
30
25
5
0
L L
L L
L
ry
O
O
O
N A4b
H
A 4
V
� O
O
O
Ln O
-I
H
m
[aH
ry
rn
v Ln
Duration
30
25
c
= 20
rz
m
15
9
CL
.� 10
iL
5
0
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAAAtlas 14, Volume 2, Version 3 Created (GMT): Thu Feb 25 00:15-52 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 5
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2-day
— 76-min —
3-day
15-min —
4-day
— 30-min —
7-day
— 60-min —
10-eay
— 2-nr —
20-day
— 3-hr —
30-clay
— 6-hr —
45-tlay
— 12-hr —
6o-eay
— 24-hr
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M
Attachment 3: HydroCAD
Report

This page intentionally left blank.

n #22
DA #23 j DA #22
5S 7",
DA #21 4S
DA #20
Subcat Reach Pon Link
1 S
DA # 7
14P
Basin #17
r'
13P
asi
2�%
DA #19
3S
DA #11
Routing Diagram for Charah Colon ESC
Prepared by HDR, Inc, Printed 3/1/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC

This page intentionally left blank.

Charah Colon ESC
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 2
Project Notes
Defined 10 rainfall events from NC-Sanford-Charah Colon OF

Charah Colon ESC
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
132.485 86 Fallow, bare soil, HSG B (1S, 2S, 3S, 4S, 5S, 6S, 7S)
132.485 86 TOTAL AREA

Charah Colon ESC
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
132.485
HSG B 1 S, 2S, 3S, 4S, 5S, 6S, 7S
0.000
HSG C
0.000
HSG D
0.000
Other
132.485
TOTAL AREA

Charah Colon ESC
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC
Printed 2/28/2021
Page 5
Ground Covers (all nodes)
HSG-A HSG-B
HSG-C
HSG-D Other Total
Ground
Subcatchment
(acres) (acres)
(acres)
(acres) (acres) (acres)
Cover
Numbers
0.000 132.485
0.000
0.000 0.000 132.485
Fallow, bare soil
1 S, 2S, 3S, 4S,
5S, 6S, 7S
0.000 132.485
0.000
0.000 0.000 132.485
TOTAL AREA

Charah Colon ESC
Prepared by HDR, Inc
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC
Printed
2/28/2021
Page 6
Pipe Listing (all nodes)
Line#
Node
In -Invert
Out -Invert
Length
Slope
n
Diam/Width
Height
Inside -Fill
Number
(feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1
8P
262.00
258.00
80.0
0.0500
0.011
18.0
0.0
0.0
2
91D
258.00
256.00
50.0
0.0400
0.011
12.0
0.0
0.0
3
10P
254.00
252.00
80.0
0.0250
0.011
36.0
0.0
0.0
4
11 P
252.00
248.00
50.0
0.0800
0.011
18.0
0.0
0.0
5
12P
232.00
230.00
50.0
0.0400
0.011
12.0
0.0
0.0
6
13P
250.00
246.00
50.0
0.0800
0.011
18.0
0.0
0.0
7
14P
274.00
272.00
80.0
0.0250
0.011
12.0
0.0
0.0

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 7
Time span =5.00-144.00 hrs, dt=0.05 hrs, 2781 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment1S: DA#17
Runoff Area=678,290 sf 0.00% Impervious Runoff Depth>3.72"
Flow Length=704'
Slope=0.0370 T Tc=6.3 min CN=86 Runoff=94.79 cfs 4.827 of
Subcatchment2S: DA#19
Runoff Area=1,038,391 sf 0.00% Impervious Runoff Depth>3.72"
Flow Length=904'
Slope=0.0600 '/' Tc=6.0 min CN=86 Runoff=146.80 cfs 7.389 of
Subcatchment3S: DA #18
Runoff Area=442,070 sf 0.00% Impervious Runoff Depth>3.72"
Flow Length=742'
Slope=0.0460 '/' Tc=6.0 min CN=86 Runoff=62.50 cfs 3.146 of
Subcatchment4S: DA #20
Runoff Area=752,264 sf 0.00% Impervious Runoff Depth=3.72"
Flow Length=1,465'
Slope=0.0290'/' Tc=11.6 min CN=86 Runoff=89.78 cfs 5.353 of
Subcatchment5S: DA#21
Runoff Area=1,672,534 sf 0.00% Impervious Runoff Depth=3.72"
Flow Length=2,136' Slope=0.0310'/'
Tc=15.2 min CN=86 Runoff=178.63 cfs 11.902 of
Subcatchment6S: DA#22
Runoff Area=467,812 sf 0.00% Impervious Runoff Depth=3.72"
Flow Length=1,394'
Slope=0.0430'/' Tc=9.3 min CN=86 Runoff=60.26 cfs 3.329 of
Subcatchment7S: DA#23
Runoff Area=719,697 sf 0.00% Impervious Runoff Depth=3.72"
Flow Length=1,435'
Slope=0.0450 '/' Tc=9.3 min CN=86 Runoff=92.70 cfs 5.121 of
Pond 8P: Basin #23 Peak Elev=266.15' Storage=152,228 cf Inflow=92.70 cfs 5.121 of
Primary=2.63 cfs 5.109 of Secondary=0.00 cfs 0.000 of Outflow=2.63 cfs 5.109 of
Pond 9P: Basin #22 Peak Elev=262.17' Storage=99,692 cf Inflow=60.26 cfs 3.329 of
Primary=1.71 cfs 3.322 of Secondary=0.00 cfs 0.000 of Outflow=1.71 cfs 3.322 of
Pond 10P: Basin #21 Peak Elev=259.94' Storage=403,437 cf Inflow=178.63 cfs 11.902 of
Primary=2.27 cfs 11.867 of Secondary=0.00 cfs 0.000 of Outflow=2.27 cfs 11.867 of
Pond 11P: Basin#20 Peak Elev=256.23' Storage=149,737 cf Inflow=89.78 cfs 5.353 of
Primary=3.98 cfs 5.341 of Secondary=0.00 cfs 0.000 of Outflow=3.98 cfs 5.341 of
Pond 12P: Basin #18 Peak Elev=236.11' Storage=99,070 cf Inflow=62.50 cfs 3.146 of
Primary=1.20 cfs 3.139 of Secondary=0.00 cfs 0.000 of Outflow=1.20 cfs 3.139 of
Pond 13P: Basin #19 Peak Elev=254.15' Storage=240,711 cf Inflow=146.80 cfs 7.389 of
Primary=2.61 cfs 7.349 of Secondary=0.00 cfs 0.000 of Outflow=2.61 cfs 7.349 of
Pond 14P: Basin #17 Peak Elev=278.15' Storage=147,692 cf Inflow=94.79 cfs 4.827 of
Primary=2.03 cfs 4.814 of Secondary=0.00 cfs 0.000 of Outflow=2.03 cfs 4.814 of
Total Runoff Area = 132.485 ac Runoff Volume = 41.067 of Average Runoff Depth = 3.72"
100.00% Pervious = 132.485 ac 0.00% Impervious = 0.000 ac

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: DA #17
Runoff = 94.79 cfs @ 11.97 hrs, Volume= 4.827 af, Depth> 3.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.27"
Area (sf) CN Description
678,290 86 Fallow, bare soil, HSG B
678,290 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
3.0 100
0.0370
0.56
Sheet Flow,
Fallow n= 0.050 P2= 3.61 "
3.3 604
0.0370
3.10
Shallow Concentrated Flow,
Unaaved Kv= 16.1 fos
6.3 704 Total
Subcatchment 1S: DA #17
Hydrograph
105
t � —1
-
— 1— t- rt —1
— I— f t � —I—
- I - - - - - - - -
I— t- rt i— t
❑Runoff
100
94.79 cfs
- T-T -1
- 1- r T T- I-
1- T 1- I 1- r T-1 1 1 I I I 1 1
95
T-F
FTT
T 7 1 T-T-1-'Weh244hrr
90
85
----
- -
1 1 1
- -
1 1 1 1 1
1 1 1 1 Ip I
-j/I il�41r1f9lF� �
80
I 1
I 1 I 1�
75
1 _1
_ I_ 1 1 _1
_ I_ 1 _I_
I_ 1 1 I�uh*ffAteA=167�8-,2-901sf
65
- —1
- 1- - A -11
-1- L - - -1-
1-- -Runoff Vo1uime=4&827 iaf-
R� h
55
1 -1
- 1- 4 -1
-1- + -1-
1- 4 -I - I `��{f�'� `fp12��
_0 50
1 -1
- I- t -t -1
- I- t t -I -
I- t -t -1 - I- TtoW L�-n
LL 45
1
1 t_f
Ott 1
t_f 1 1 1-t�+��
40
T11Trt11r-TT1ITrt11rT�718pe=0.Oa7-V1�/T
35
30
1
77
FTT
T--TT-T-1 I � jT I - II. T
tc 6.3I "T �
20
1 1
1 1
-C-I=86-
15
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 9
Hydrograph for Subcatchment 1S: DA #17
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
5.00
0.33
0.00
0.00
7.50
0.58
0.03
0.41
10.00
0.95
0.17
1.50
12.50
3.87
2.43
8.12
15.00
4.50
3.00
2.34
17.50
4.80
3.29
1.50
20.00
5.02
3.48
1.02
22.50
5.18
3.64
0.91
25.00
5.27
3.72
0.00
27.50
5.27
3.72
0.00
30.00
5.27
3.72
0.00
32.50
5.27
3.72
0.00
35.00
5.27
3.72
0.00
37.50
5.27
3.72
0.00
40.00
5.27
3.72
0.00
42.50
5.27
3.72
0.00
45.00
5.27
3.72
0.00
47.50
5.27
3.72
0.00
50.00
5.27
3.72
0.00
52.50
5.27
3.72
0.00
55.00
5.27
3.72
0.00
57.50
5.27
3.72
0.00
60.00
5.27
3.72
0.00
62.50
5.27
3.72
0.00
65.00
5.27
3.72
0.00
67.50
5.27
3.72
0.00
70.00
5.27
3.72
0.00
72.50
5.27
3.72
0.00
75.00
5.27
3.72
0.00
77.50
5.27
3.72
0.00
80.00
5.27
3.72
0.00
82.50
5.27
3.72
0.00
85.00
5.27
3.72
0.00
87.50
5.27
3.72
0.00
90.00
5.27
3.72
0.00
92.50
5.27
3.72
0.00
95.00
5.27
3.72
0.00
97.50
5.27
3.72
0.00
100.00
5.27
3.72
0.00
102.50
5.27
3.72
0.00
105.00
5.27
3.72
0.00
107.50
5.27
3.72
0.00
110.00
5.27
3.72
0.00
112.50
5.27
3.72
0.00
115.00
5.27
3.72
0.00
117.50
5.27
3.72
0.00
120.00
5.27
3.72
0.00
122.50
5.27
3.72
0.00
125.00
5.27
3.72
0.00
127.50
5.27
3.72
0.00
130.00
5.27
3.72
0.00
132.50
5.27
3.72
0.00
Time Precip. Excess Runoff
;hours)
(inches)
(inches)
(cfs)
135.00
5.27
3.72
0.00
137.50
5.27
3.72
0.00
140.00
5.27
3.72
0.00
142.50
5.27
3.72
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: DA #19
Runoff = 146.80 cfs @ 11.97 hrs, Volume= 7.389 af, Depth> 3.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.27"
Area (sf) CN Description
1,038,391 86 Fallow, bare soil, HSG B
1,038,391 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
2.5 100
0.0600
0.68
Sheet Flow,
Fallow n= 0.050 P2= 3.61 "
3.4 804
0.0600
3.94
Shallow Concentrated Flow,
Unaaved Kv= 16.1 fos
5.9 904 Total, Increased to minimum Tc = 6.0 min
Subcatchment 2S: DA #19
Hydrograph
---
-1
1- 1---
L
J___ --1-'
160
1 1 1
1 1 1 1
1 1 1 1
1 1 1
1 1 1 1 1 1 1 1
150
af5
1
1 1 1
1
1
1 F 1 I i TyM 11-24*h r
146.80
140
130
��//
4 1
I + +
1- + 4
Ito+7�Ta,1i11f1p�-.�7��
120
1 1 -I
I L 1 J_ I_
1- L AZu+n1ef# Area'-0-39,39a1-sf
110
1
1
1 1
1 1
_1_ IVII I_ I_ I I_
100
1 1 1 1
1 1 1
unQ�lyQtwme�7T 1 a
90
-1
F�L n�ff' D60hl> .12"
1- T-T 1-
1- L T T 1
T 7
1 1 1- 1 1nA�
0 80
1 -1
- 1- t -t -1
- 1- t � -1 -
1- t- -t
CCT
-1 - 1- i- F1owl L�nif�th�904T
LL 60---��-1L11LLLL_�L11LLL_11L�-LLr4p611�
50
- -
- - - - -
- - - - - - -
- -
TW=6.0 MirL
40
30
I T
20-------++--1-+4-1-1-
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
❑ Runoff

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 2S: DA #19
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
5.00
0.33
0.00
0.00
7.50
0.58
0.03
0.63
10.00
0.95
0.17
2.30
12.50
3.87
2.43
12.32
15.00
4.50
3.00
3.58
17.50
4.80
3.29
2.29
20.00
5.02
3.48
1.56
22.50
5.18
3.64
1.40
25.00
5.27
3.72
0.00
27.50
5.27
3.72
0.00
30.00
5.27
3.72
0.00
32.50
5.27
3.72
0.00
35.00
5.27
3.72
0.00
37.50
5.27
3.72
0.00
40.00
5.27
3.72
0.00
42.50
5.27
3.72
0.00
45.00
5.27
3.72
0.00
47.50
5.27
3.72
0.00
50.00
5.27
3.72
0.00
52.50
5.27
3.72
0.00
55.00
5.27
3.72
0.00
57.50
5.27
3.72
0.00
60.00
5.27
3.72
0.00
62.50
5.27
3.72
0.00
65.00
5.27
3.72
0.00
67.50
5.27
3.72
0.00
70.00
5.27
3.72
0.00
72.50
5.27
3.72
0.00
75.00
5.27
3.72
0.00
77.50
5.27
3.72
0.00
80.00
5.27
3.72
0.00
82.50
5.27
3.72
0.00
85.00
5.27
3.72
0.00
87.50
5.27
3.72
0.00
90.00
5.27
3.72
0.00
92.50
5.27
3.72
0.00
95.00
5.27
3.72
0.00
97.50
5.27
3.72
0.00
100.00
5.27
3.72
0.00
102.50
5.27
3.72
0.00
105.00
5.27
3.72
0.00
107.50
5.27
3.72
0.00
110.00
5.27
3.72
0.00
112.50
5.27
3.72
0.00
115.00
5.27
3.72
0.00
117.50
5.27
3.72
0.00
120.00
5.27
3.72
0.00
122.50
5.27
3.72
0.00
125.00
5.27
3.72
0.00
127.50
5.27
3.72
0.00
130.00
5.27
3.72
0.00
132.50
5.27
3.72
0.00
Time Precip. Excess Runoff
;hours)
(inches)
(inches)
(cfs)
135.00
5.27
3.72
0.00
137.50
5.27
3.72
0.00
140.00
5.27
3.72
0.00
142.50
5.27
3.72
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 3S: DA #18
Runoff = 62.50 cfs @ 11.97 hrs, Volume= 3.146 af, Depth> 3.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.27"
Area (sf) CN Description
442,070 86 Fallow, bare soil, HSG B
442,070 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
2.7 100
0.0460
0.61
Sheet Flow,
Fallow n= 0.050 P2= 3.61 "
3.1 642
0.0460
3.45
Shallow Concentrated Flow,
Unaaved Kv= 16.1 fos
5.8 742 Total, Increased to minimum Tc = 6.0 min
Subcatchment 3S: DA #18
Hydrograph
��---��-1-1—
-4-1—I-1--
I I I
I I I I I I I I I I I I
—1-1— 4-1-1— —1-1—4-
■Runoff
65
szso rs
I
60
1 1
1 1
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—I 1 1 —I — Ty11�411r
55
-�
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—
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3 35
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J___1L___L�_I_I_LL_I_I_L1_I_I_L1__I—L1L
25
1 1
1 1 1 1
1 1 1 1
1 1 1
1 1 1 1 1 Sllope=0.046017
20
1 �1 1 1. 1
1.1
C—I--��-Mll0
—I—I—+-4-1-1-4-4-1—I—
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15
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1 1 1 1
1 1 1 1
G '= $6
10
I I
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-
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I— 7 1 —1 -
I I
I I I I T —1 —1— r- rt-I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 13
Hydrograph for Subcatchment 3S: DA #18
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
5.00
0.33
0.00
0.00
7.50
0.58
0.03
0.27
10.00
0.95
0.17
0.98
12.50
3.87
2.43
5.24
15.00
4.50
3.00
1.52
17.50
4.80
3.29
0.98
20.00
5.02
3.48
0.67
22.50
5.18
3.64
0.60
25.00
5.27
3.72
0.00
27.50
5.27
3.72
0.00
30.00
5.27
3.72
0.00
32.50
5.27
3.72
0.00
35.00
5.27
3.72
0.00
37.50
5.27
3.72
0.00
40.00
5.27
3.72
0.00
42.50
5.27
3.72
0.00
45.00
5.27
3.72
0.00
47.50
5.27
3.72
0.00
50.00
5.27
3.72
0.00
52.50
5.27
3.72
0.00
55.00
5.27
3.72
0.00
57.50
5.27
3.72
0.00
60.00
5.27
3.72
0.00
62.50
5.27
3.72
0.00
65.00
5.27
3.72
0.00
67.50
5.27
3.72
0.00
70.00
5.27
3.72
0.00
72.50
5.27
3.72
0.00
75.00
5.27
3.72
0.00
77.50
5.27
3.72
0.00
80.00
5.27
3.72
0.00
82.50
5.27
3.72
0.00
85.00
5.27
3.72
0.00
87.50
5.27
3.72
0.00
90.00
5.27
3.72
0.00
92.50
5.27
3.72
0.00
95.00
5.27
3.72
0.00
97.50
5.27
3.72
0.00
100.00
5.27
3.72
0.00
102.50
5.27
3.72
0.00
105.00
5.27
3.72
0.00
107.50
5.27
3.72
0.00
110.00
5.27
3.72
0.00
112.50
5.27
3.72
0.00
115.00
5.27
3.72
0.00
117.50
5.27
3.72
0.00
120.00
5.27
3.72
0.00
122.50
5.27
3.72
0.00
125.00
5.27
3.72
0.00
127.50
5.27
3.72
0.00
130.00
5.27
3.72
0.00
132.50
5.27
3.72
0.00
Time Precip. Excess Runoff
;hours)
(inches)
(inches)
(cfs)
135.00
5.27
3.72
0.00
137.50
5.27
3.72
0.00
140.00
5.27
3.72
0.00
142.50
5.27
3.72
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 4S: DA #20
Runoff = 89.78 cfs @ 12.03 hrs, Volume= 5.353 af, Depth= 3.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.27"
Area (sf) CN Description
752,264 86 Fallow, bare soil, HSG B
752,264 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
3.3 100
0.0290
0.50
Sheet Flow,
Fallow n= 0.050 P2= 3.61 "
8.3 1,365
0.0290
2.74
Shallow Concentrated Flow,
Unaaved Kv= 16.1 fos
11.6 1,465 Total
Subcatchment 4S: DA #20
Hydrograph
100
————firtIIC rt�—firtLrt�T�II�
❑Runoff
95
as.�acrs - Trt -- I —�T T--—
90
T——I—T7 1 1 FT-1 1 T7 1 I FT-1 Ty eH244hrr
85
80
T7 FTT T7 A �7 �T� .I TTT j
—1 ——— T 1 1 I T I I 1 11 � RAinf`I"I� �T
75
70
T T —1 T
- - - - ' Rur'�offAte-�t Z52t2641sf
65
— —I -- 1 1 1 —1 — I— 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1_ 1 1 T -Ru- toff VoluimegS-�3531_af
60
55
_I _ _1_
I�74 �012
3 50
`0 45
—I — I— —I — I— —I — I— —I YN
— — —
— III
1
f I W Ldaotp'f14
40
I—
—1— —--1 ---1 S1dW-0.0290i/l
35
30
25
20
_I _ _ _ I_ _I_I_ _I_ I_ —I—I— —I—I_ t► =86
15
—1_1—L-1-1_1—L1L I L-1 1 1 LL-1 1 LL 1 1 L
10
—-1_1——LL_1_1—LA 1 1 LLJ I 1L-1_1—L
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 15
Hydrograph for Subcatchment 4S: DA #20
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
5.00
0.33
0.00
0.00
7.50
0.58
0.03
0.44
10.00
0.95
0.17
1.58
12.50
3.87
2.43
10.85
15.00
4.50
3.00
2.64
17.50
4.80
3.29
1.68
20.00
5.02
3.48
1.15
22.50
5.18
3.64
1.02
25.00
5.27
3.72
0.00
27.50
5.27
3.72
0.00
30.00
5.27
3.72
0.00
32.50
5.27
3.72
0.00
35.00
5.27
3.72
0.00
37.50
5.27
3.72
0.00
40.00
5.27
3.72
0.00
42.50
5.27
3.72
0.00
45.00
5.27
3.72
0.00
47.50
5.27
3.72
0.00
50.00
5.27
3.72
0.00
52.50
5.27
3.72
0.00
55.00
5.27
3.72
0.00
57.50
5.27
3.72
0.00
60.00
5.27
3.72
0.00
62.50
5.27
3.72
0.00
65.00
5.27
3.72
0.00
67.50
5.27
3.72
0.00
70.00
5.27
3.72
0.00
72.50
5.27
3.72
0.00
75.00
5.27
3.72
0.00
77.50
5.27
3.72
0.00
80.00
5.27
3.72
0.00
82.50
5.27
3.72
0.00
85.00
5.27
3.72
0.00
87.50
5.27
3.72
0.00
90.00
5.27
3.72
0.00
92.50
5.27
3.72
0.00
95.00
5.27
3.72
0.00
97.50
5.27
3.72
0.00
100.00
5.27
3.72
0.00
102.50
5.27
3.72
0.00
105.00
5.27
3.72
0.00
107.50
5.27
3.72
0.00
110.00
5.27
3.72
0.00
112.50
5.27
3.72
0.00
115.00
5.27
3.72
0.00
117.50
5.27
3.72
0.00
120.00
5.27
3.72
0.00
122.50
5.27
3.72
0.00
125.00
5.27
3.72
0.00
127.50
5.27
3.72
0.00
130.00
5.27
3.72
0.00
132.50
5.27
3.72
0.00
Time Precip. Excess Runoff
;hours)
(inches)
(inches)
(cfs)
135.00
5.27
3.72
0.00
137.50
5.27
3.72
0.00
140.00
5.27
3.72
0.00
142.50
5.27
3.72
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 5S: DA #21
Runoff = 178.63 cfs @ 12.07 hrs, Volume= 11.902 af, Depth= 3.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.27"
Area (sf) CN Description
1,672,534 86 Fallow, bare soil, HSG B
1,672,534 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
3.2 100
0.0310
0.52
Sheet Flow,
Fallow n= 0.050 P2= 3.61 "
12.0 2,036
0.0310
2.83
Shallow Concentrated Flow,
Unaaved Kv= 16.1 fos
15.2 2,136 Total
Subcatchment 5S: DA #21
Hydrograph
200 1 7 ITT 77 T-T-1-1-1
190 8.63 cfs -----I I I I I I I I I I I I I I I I I I 1
17
170
160 -I -I - I- -I- I- -I - 1-� Iy Oai'Rf' R=$$ 7.i
140 - - - - -1-1- 1_ 11Off Arta� F-1}6-Z�r341-sf
120 - -
- - - - - - - - - - - - - - - - - - - -- - - -
110 Runb#1 D61#h=3-72 1
3 100 - -I- -I- I- -I -I
90 _1 - - - 1 - - 1 1 1 1 Flow- Length-:;2 C367
80
60 _I _ I_ _1 _ I_ _I _ 1_ _1 Tod 5.2 aCnin
50
40 - --- -I-I- ---L -I-I- M1+!�-1--
30 1_1-I_LI_1-1_I11 1 LI I I L1-1 1 11 I I L
20 1_ 1_ _ 1 1_ 1_ 1_ L 1 I I L 1 J 1 1 1 I 1 L
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
❑ Runoff

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 17
Hydrograph for Subcatchment 5S: DA #21
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
5.00
0.33
0.00
0.00
7.50
0.58
0.03
0.95
10.00
0.95
0.17
3.39
12.50
3.87
2.43
29.68
15.00
4.50
3.00
5.94
17.50
4.80
3.29
3.76
20.00
5.02
3.48
2.59
22.50
5.18
3.64
2.27
25.00
5.27
3.72
0.00
27.50
5.27
3.72
0.00
30.00
5.27
3.72
0.00
32.50
5.27
3.72
0.00
35.00
5.27
3.72
0.00
37.50
5.27
3.72
0.00
40.00
5.27
3.72
0.00
42.50
5.27
3.72
0.00
45.00
5.27
3.72
0.00
47.50
5.27
3.72
0.00
50.00
5.27
3.72
0.00
52.50
5.27
3.72
0.00
55.00
5.27
3.72
0.00
57.50
5.27
3.72
0.00
60.00
5.27
3.72
0.00
62.50
5.27
3.72
0.00
65.00
5.27
3.72
0.00
67.50
5.27
3.72
0.00
70.00
5.27
3.72
0.00
72.50
5.27
3.72
0.00
75.00
5.27
3.72
0.00
77.50
5.27
3.72
0.00
80.00
5.27
3.72
0.00
82.50
5.27
3.72
0.00
85.00
5.27
3.72
0.00
87.50
5.27
3.72
0.00
90.00
5.27
3.72
0.00
92.50
5.27
3.72
0.00
95.00
5.27
3.72
0.00
97.50
5.27
3.72
0.00
100.00
5.27
3.72
0.00
102.50
5.27
3.72
0.00
105.00
5.27
3.72
0.00
107.50
5.27
3.72
0.00
110.00
5.27
3.72
0.00
112.50
5.27
3.72
0.00
115.00
5.27
3.72
0.00
117.50
5.27
3.72
0.00
120.00
5.27
3.72
0.00
122.50
5.27
3.72
0.00
125.00
5.27
3.72
0.00
127.50
5.27
3.72
0.00
130.00
5.27
3.72
0.00
132.50
5.27
3.72
0.00
Time Precip. Excess Runoff
;hours)
(inches)
(inches)
(cfs)
135.00
5.27
3.72
0.00
137.50
5.27
3.72
0.00
140.00
5.27
3.72
0.00
142.50
5.27
3.72
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 6S: DA #22
Runoff = 60.26 cfs @ 12.00 hrs, Volume= 3.329 af, Depth= 3.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.27"
Area (sf) CN Description
467,812 86 Fallow, bare soil, HSG B
467,812 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
2.8 100
0.0430
0.59
Sheet Flow,
Fallow n= 0.050 P2= 3.61 "
6.5 1,294
0.0430
3.34
Shallow Concentrated Flow,
Unaaved Kv= 16.1 fos
9.3 1,394 Total
Subcatchment 6S: DA #22
Hydrograph
65
■Runoff
CfS
so.zsfi���Lfi�fi�fi�I�t�
60
I_
I_ 1 1
I_ 1 1
I_ 1 1 I_ Type-I1124J11
55
_I
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_
_I _ _I _
I
'
- -1
- 1- T T 1
I T 1 1
I- L T
1 11 'o T'R1"'i1•�Y11L-��
50
J -1-
1- T L 1
I L 1 1
I L L
y�� /� y+ZyF,�1AFQ11
1 RtjhdfF1Ai--e6�4$718'-21s#
45
1 1
1 1 1 1
1 1 1 1
1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1
1Bumf �/Q�pen�3j3���
40
�`I'N h7
35
1 1
1 1 1
1 1 1
1 1
1 1
' �lun+-o
0 30
-1 -1
- 1 1 1 -1 -
1- 1 1 -1
- 1- 1 1
-1 - 1- 1 FIlo 1LdnPth�1,'3941
-I-1-+-4-1-1-4-4-1-1-
-4-1-1-
4-1-I-�--I-�+�
25
1 1
1 1 1
1 1 1
1 1 1 1 1 SI1ope=0.04301 '/I
20
.
15
10
I-TT-1--T1
1-1--T-1--T--1-I--T
TTT
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 19
Hydrograph for Subcatchment 6S: DA #22
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
5.00
0.33
0.00
0.00
7.50
0.58
0.03
0.28
10.00
0.95
0.17
1.00
12.50
3.87
2.43
6.14
15.00
4.50
3.00
1.63
17.50
4.80
3.29
1.04
20.00
5.02
3.48
0.71
22.50
5.18
3.64
0.63
25.00
5.27
3.72
0.00
27.50
5.27
3.72
0.00
30.00
5.27
3.72
0.00
32.50
5.27
3.72
0.00
35.00
5.27
3.72
0.00
37.50
5.27
3.72
0.00
40.00
5.27
3.72
0.00
42.50
5.27
3.72
0.00
45.00
5.27
3.72
0.00
47.50
5.27
3.72
0.00
50.00
5.27
3.72
0.00
52.50
5.27
3.72
0.00
55.00
5.27
3.72
0.00
57.50
5.27
3.72
0.00
60.00
5.27
3.72
0.00
62.50
5.27
3.72
0.00
65.00
5.27
3.72
0.00
67.50
5.27
3.72
0.00
70.00
5.27
3.72
0.00
72.50
5.27
3.72
0.00
75.00
5.27
3.72
0.00
77.50
5.27
3.72
0.00
80.00
5.27
3.72
0.00
82.50
5.27
3.72
0.00
85.00
5.27
3.72
0.00
87.50
5.27
3.72
0.00
90.00
5.27
3.72
0.00
92.50
5.27
3.72
0.00
95.00
5.27
3.72
0.00
97.50
5.27
3.72
0.00
100.00
5.27
3.72
0.00
102.50
5.27
3.72
0.00
105.00
5.27
3.72
0.00
107.50
5.27
3.72
0.00
110.00
5.27
3.72
0.00
112.50
5.27
3.72
0.00
115.00
5.27
3.72
0.00
117.50
5.27
3.72
0.00
120.00
5.27
3.72
0.00
122.50
5.27
3.72
0.00
125.00
5.27
3.72
0.00
127.50
5.27
3.72
0.00
130.00
5.27
3.72
0.00
132.50
5.27
3.72
0.00
Time Precip. Excess Runoff
;hours)
(inches)
(inches)
(cfs)
135.00
5.27
3.72
0.00
137.50
5.27
3.72
0.00
140.00
5.27
3.72
0.00
142.50
5.27
3.72
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 7S: DA #23
Runoff = 92.70 cfs @ 12.00 hrs, Volume= 5.121 af, Depth= 3.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.27"
Area (sf) CN Description
719,697 86 Fallow, bare soil, HSG B
719,697 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
2.8 100
0.0450
0.60
Sheet Flow,
Fallow n= 0.050 P2= 3.61 "
6.5 1,335
0.0450
3.42
Shallow Concentrated Flow,
Unaaved Kv= 16.1 fos
9.3 1,435 Total
Subcatchment 7S: DA #23
Hydrograph
I_
❑Runoff
100
_ _ _ _ _ _ _ _ _ _ _ _
95
90
1 _ I_ 1 1 _I _ I_ I_ 1 _I -1- 1_ 1 1 11 I_ 1 1 _I _Type u 244hr
85
1 I_ L 1 _1 _ I_ L 1 L _I _ I_ L 1 _1 _ I 1 J I I 1 „I ��
80
� -. - .- 1 1 -1 - I- L 1 1 -I - I- 1 1 -1 110-yywr�yRy��nf�_�If- .
75
1 1 4 1- 1- 4 1 1- 1 4 Rthof eA-17
70
1�11 1.7�6971sf
1 -1-1- 4- 4 -1-I- - I - 1- 4- 4-�1�-I- k � � - I - I- 4- 4-1-I-s�
65
1 I + -f 1 1 f + I + -Runoff Vo I ulm a=; �. -21 1 of
55Irr��"
- I-
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5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 21
Hydrograph for Subcatchment 7S: DA #23
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
5.00
0.33
0.00
0.00
7.50
0.58
0.03
0.43
10.00
0.95
0.17
1.54
12.50
3.87
2.43
9.44
15.00
4.50
3.00
2.51
17.50
4.80
3.29
1.60
20.00
5.02
3.48
1.09
22.50
5.18
3.64
0.97
25.00
5.27
3.72
0.00
27.50
5.27
3.72
0.00
30.00
5.27
3.72
0.00
32.50
5.27
3.72
0.00
35.00
5.27
3.72
0.00
37.50
5.27
3.72
0.00
40.00
5.27
3.72
0.00
42.50
5.27
3.72
0.00
45.00
5.27
3.72
0.00
47.50
5.27
3.72
0.00
50.00
5.27
3.72
0.00
52.50
5.27
3.72
0.00
55.00
5.27
3.72
0.00
57.50
5.27
3.72
0.00
60.00
5.27
3.72
0.00
62.50
5.27
3.72
0.00
65.00
5.27
3.72
0.00
67.50
5.27
3.72
0.00
70.00
5.27
3.72
0.00
72.50
5.27
3.72
0.00
75.00
5.27
3.72
0.00
77.50
5.27
3.72
0.00
80.00
5.27
3.72
0.00
82.50
5.27
3.72
0.00
85.00
5.27
3.72
0.00
87.50
5.27
3.72
0.00
90.00
5.27
3.72
0.00
92.50
5.27
3.72
0.00
95.00
5.27
3.72
0.00
97.50
5.27
3.72
0.00
100.00
5.27
3.72
0.00
102.50
5.27
3.72
0.00
105.00
5.27
3.72
0.00
107.50
5.27
3.72
0.00
110.00
5.27
3.72
0.00
112.50
5.27
3.72
0.00
115.00
5.27
3.72
0.00
117.50
5.27
3.72
0.00
120.00
5.27
3.72
0.00
122.50
5.27
3.72
0.00
125.00
5.27
3.72
0.00
127.50
5.27
3.72
0.00
130.00
5.27
3.72
0.00
132.50
5.27
3.72
0.00
Time Precip. Excess Runoff
;hours)
(inches)
(inches)
(cfs)
135.00
5.27
3.72
0.00
137.50
5.27
3.72
0.00
140.00
5.27
3.72
0.00
142.50
5.27
3.72
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 22
Summary for Pond 8P: Basin #23
Inflow Area = 16.522 ac, 0.00% Impervious, Inflow Depth = 3.72" for 10-yr event
Inflow = 92.70 cfs @ 12.00 hrs, Volume= 5.121 of
Outflow = 2.63 cfs @ 14.77 hrs, Volume= 5.109 af, Atten= 97%, Lag= 165.9 min
Primary = 2.63 cfs @ 14.77 hrs, Volume= 5.109 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 266.15' @ 14.77 hrs Surf.Area= 42,026 sf Storage= 152,228 cf
Plug -Flow detention time=1,207.1 min calculated for 5.109 of (100% of inflow)
Center -of -Mass det. time= 1,205.4 min ( 2,007.9 - 802.4 )
Volume Invert Avail.Storage Storage Description
#1 262.00' 234,674 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
262.00 31,514 0 0
264.00 36,404 67,918 67,918
266.00 41,610 78,014 145,932
268.00 47,132 88,742 234,674
Device Routing Invert Outlet Devices
#1 Primary 262.00' 18.0" Round RCP -Round 18"
L= 80.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 262.00' / 258.00' S= 0.0500 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Device 1 262.00' 1.134 cfs Constant Flow/Skimmer Phase -In= 0.01'
#3 Device 1 266.00' 30.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 267.00' 20.0' long x 14.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63
Primary OutFlow Max=2.63 cfs @ 14.77 hrs HW=266.15' (Free Discharge)
t-1=RCP_Round 18" (Passes 2.63 cfs of 15.69 cfs potential flow)
L2=Constant Flow/Skimmer (Constant Controls 1.13 cfs)
3=Orifice/G rate
(Weir Controls 1.50 cfs @ 1.27 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=262.00' (Free Discharge)
L4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 23
Pond 8P: Basin #23
Hydrograph
/ L
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/ 92.70 cfs
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85
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t
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35
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--
_
30
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-
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I � 1 I I
25
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-I--I--♦--+-�
1 1--I---+
20
15
/ ,
/ / 2.63 cfs
10
/ 2.63 cfs
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
Lry

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 24
Hydrograph for Pond 8P: Basin #23
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
5.00
0.00
0
262.00
0.00
0.00
0.00
10.00
1.54
8,473
262.27
0.37
0.37
0.00
15.00
2.51
152,179
266.15
2.62
2.62
0.00
20.00
1.09
147,635
266.04
1.35
1.35
0.00
25.00
0.00
141,304
265.89
1.13
1.13
0.00
30.00
0.00
120,892
265.39
1.13
1.13
0.00
35.00
0.00
100,480
264.87
1.13
1.13
0.00
40.00
0.00
80,068
264.33
1.13
1.13
0.00
45.00
0.00
59,656
263.77
1.13
1.13
0.00
50.00
0.00
39,244
263.19
1.13
1.13
0.00
55.00
0.00
18,832
262.58
1.13
1.13
0.00
60.00
0.00
7,080
262.22
0.26
0.26
0.00
65.00
0.00
4,215
262.13
0.10
0.10
0.00
70.00
0.00
2,986
262.09
0.05
0.05
0.00
75.00
0.00
2,308
262.07
0.03
0.03
0.00
80.00
0.00
1,879
262.06
0.02
0.02
0.00
85.00
0.00
1,584
262.05
0.01
0.01
0.00
90.00
0.00
1,368
262.04
0.01
0.01
0.00
95.00
0.00
1,204
262.04
0.01
0.01
0.00
100.00
0.00
1,075
262.03
0.01
0.01
0.00
105.00
0.00
971
262.03
0.01
0.01
0.00
110.00
0.00
885
262.03
0.00
0.00
0.00
115.00
0.00
813
262.03
0.00
0.00
0.00
120.00
0.00
752
262.02
0.00
0.00
0.00
125.00
0.00
699
262.02
0.00
0.00
0.00
130.00
0.00
653
262.02
0.00
0.00
0.00
135.00
0.00
613
262.02
0.00
0.00
0.00
140.00
0.00
578
262.02
0.00
0.00
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 25
Summary for Pond 9P: Basin #22
Inflow Area = 10.739 ac, 0.00% Impervious, Inflow Depth = 3.72" for 10-yr event
Inflow = 60.26 cfs @ 12.00 hrs, Volume= 3.329 of
Outflow = 1.71 cfs @ 14.77 hrs, Volume= 3.322 af, Atten= 97%, Lag= 166.2 min
Primary = 1.71 cfs @ 14.77 hrs, Volume= 3.322 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 262.17' @ 14.77 hrs Surf.Area= 28,050 sf Storage= 99,692 cf
Plug -Flow detention time=1,385.3 min calculated for 3.322 of (100% of inflow)
Center -of -Mass det. time= 1,384.0 min ( 2,186.4 - 802.4 )
Volume Invert Avail.Storage Storage Description
#1 258.00' 154,561 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
258.00 19,914 0 0
260.00 23,640 43,554 43,554
262.00 27,674 51,314 94,868
264.00 32,019 59,693 154,561
Device Routing Invert Outlet Devices
#1 Primary 258.00' 12.0" Round CMP_Round 12"
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 258.00' / 256.00' S= 0.0400 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf
#2 Device 1 258.00' 0.600 cfs Constant Flow/Skimmer Phase -In= 0.01'
#3 Device 1 262.00' 18.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 263.00' 20.0' long x 14.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63
Primary OutFlow Max=1.71 cfs @ 14.77 hrs HW=262.17' (Free Discharge)
t-1=CMP_Round 12" (Passes 1.71 cfs of 7.25 cfs potential flow)
L2=Constant Flow/Skimmer (Constant Controls 0.60 cfs)
3=Orifice/G rate
(Weir Controls 1.11 cfs @ 1.36 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=258.00' (Free Discharge)
L4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 26
Pond 9P: Basin #22
Hydrograph
/
/
60.26 � —
I I I
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651
,
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60
55
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I I I I I I I
35
30
25
20-
15
/
10
/
1.71 cfs
/
1 71 +k i
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
Lry

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 27
Hydrograph for Pond 9P: Basin #22
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
5.00
0.00
0
258.00
0.00
0.00
0.00
10.00
1.00
5,322
258.26
0.29
0.29
0.00
15.00
1.63
99,662
262.17
1.70
1.70
0.00
20.00
0.71
96,717
262.07
0.87
0.87
0.00
25.00
0.00
93,594
261.95
0.60
0.60
0.00
30.00
0.00
82,794
261.56
0.60
0.60
0.00
35.00
0.00
71,994
261.15
0.60
0.60
0.00
40.00
0.00
61,194
260.72
0.60
0.60
0.00
45.00
0.00
50,394
260.29
0.60
0.60
0.00
50.00
0.00
39,594
259.83
0.60
0.60
0.00
55.00
0.00
28,794
259.36
0.60
0.60
0.00
60.00
0.00
17,994
258.87
0.60
0.60
0.00
65.00
0.00
7,245
258.36
0.51
0.51
0.00
70.00
0.00
3,075
258.15
0.10
0.10
0.00
75.00
0.00
1,918
258.10
0.04
0.04
0.00
80.00
0.00
1,387
258.07
0.02
0.02
0.00
85.00
0.00
1,085
258.05
0.01
0.01
0.00
90.00
0.00
890
258.04
0.01
0.01
0.00
95.00
0.00
754
258.04
0.01
0.01
0.00
100.00
0.00
654
258.03
0.00
0.00
0.00
105.00
0.00
577
258.03
0.00
0.00
0.00
110.00
0.00
516
258.03
0.00
0.00
0.00
115.00
0.00
467
258.02
0.00
0.00
0.00
120.00
0.00
426
258.02
0.00
0.00
0.00
125.00
0.00
392
258.02
0.00
0.00
0.00
130.00
0.00
363
258.02
0.00
0.00
0.00
135.00
0.00
338
258.02
0.00
0.00
0.00
140.00
0.00
316
258.02
0.00
0.00
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 28
Summary for Pond 10P: Basin #21
Inflow Area = 38.396 ac, 0.00% Impervious, Inflow Depth = 3.72" for 10-yr event
Inflow = 178.63 cfs @ 12.07 hrs, Volume= 11.902 of
Outflow = 2.27 cfs @ 11.10 hrs, Volume= 11.867 af, Atten= 99%, Lag= 0.0 min
Primary = 2.27 cfs @ 11.10 hrs, Volume= 11.867 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 259.94' @ 22.50 hrs Surf.Area= 78,815 sf Storage= 403,437 cf
Plug -Flow detention time=1,721.0 min calculated for 11.867 of (100% of inflow)
Center -of -Mass det. time= 1,719.2 min ( 2,527.0 - 807.9 )
Volume Invert Avail.Storage Storage Description
#1 254.00' 573,851 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
254.00 57,382 0 0
256.00 64,310 121,692 121,692
257.00 67,882 66,096 187,788
258.00 71,527 69,705 257,493
259.00 75,245 73,386 330,879
260.00 79,035 77,140 408,019
261.00 82,898 80,967 488,985
262.00 86,833 84,866 573,851
Device Routing Invert Outlet Devices
#1 Primary 254.00' 36.0" Round RCP -Round 36"
L= 80.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 254.00' / 252.00' S= 0.0250 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
#2 Device 1 254.00' 1.134 cfs Constant Flow/Skimmer X 2.00 Phase -In= 0.01'
#3 Device 1 260.00' 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 261.00' 20.0' long x 14.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63
Primary OutFlow Max=2.27 cfs @ 11.10 hrs HW=254.58' (Free Discharge)
L1=RCP_Round 36" (Passes 2.27 cfs of 2.45 cfs potential flow)
L2=Constant Flow/Skimmer (Constant Controls 2.27 cfs)
3=Orifice/G rate
( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=254.00' (Free Discharge)
L4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 29
Pond 10P: Basin #21
Hydrograph
/ T
/ 178.63 cfs
I
7
i
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— — — — —
I I I I I I
ac
200
180
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10
170
/ /
/,
r -
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rt - -1
- - 1- - 1- - r
--I -I-L-T-StorageF:403,43r7-Cf
- t - -i - -1 - -1 -- - I- - r - -
160
150
/ /
/
140
130
/
// /
— 4-
-4
1 I I
-4 1 I I —
w 120
110
/ / , /
//
fi
fi +
v
3 100
/
T
7
1 1 1 r
T 1 1 1 F T
c 90
u. 80
/ / /
/
— —
I — —
— — I — — I— — I
— I — I — —I — — I — — I— — 1 —
70
/ / %
_
- _I
— — I — — I— — L
— 1 — � — —I — — I — — I— — L —
60
50
/ /
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— — I — — I— —
— — 4 — —1 — — I — — I— — — -
40
30
/
/ 2.27 afs
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
Lry

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 30
Hydrograph for Pond 10P: Basin #21
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
5.00
0.00
0
254.00
0.00
0.00
0.00
10.00
3.39
18,831
254.32
0.80
0.80
0.00
15.00
5.94
373,283
259.56
2.27
2.27
0.00
20.00
2.59
402,354
259.93
2.27
2.27
0.00
25.00
0.00
396,690
259.86
2.27
2.27
0.00
30.00
0.00
355,866
259.33
2.27
2.27
0.00
35.00
0.00
315,042
258.79
2.27
2.27
0.00
40.00
0.00
274,218
258.23
2.27
2.27
0.00
45.00
0.00
233,394
257.66
2.27
2.27
0.00
50.00
0.00
192,570
257.07
2.27
2.27
0.00
55.00
0.00
151,746
256.46
2.27
2.27
0.00
60.00
0.00
110,922
255.83
2.27
2.27
0.00
65.00
0.00
70,098
255.18
2.27
2.27
0.00
70.00
0.00
29,519
254.51
1.91
1.91
0.00
75.00
0.00
13,412
254.23
0.41
0.41
0.00
80.00
0.00
8,600
254.15
0.17
0.17
0.00
85.00
0.00
6,314
254.11
0.09
0.09
0.00
90.00
0.00
4,983
254.09
0.06
0.06
0.00
95.00
0.00
4,113
254.07
0.04
0.04
0.00
100.00
0.00
3,501
254.06
0.03
0.03
0.00
105.00
0.00
3,046
254.05
0.02
0.02
0.00
110.00
0.00
2,696
254.05
0.02
0.02
0.00
115.00
0.00
2,418
254.04
0.01
0.01
0.00
120.00
0.00
2,192
254.04
0.01
0.01
0.00
125.00
0.00
2,004
254.03
0.01
0.01
0.00
130.00
0.00
1,846
254.03
0.01
0.01
0.00
135.00
0.00
1,711
254.03
0.01
0.01
0.00
140.00
0.00
1,594
254.03
0.01
0.01
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 31
Summary for Pond 11 P: Basin #20
Inflow Area = 17.270 ac, 0.00% Impervious, Inflow Depth = 3.72" for 10-yr event
Inflow = 89.78 cfs @ 12.03 hrs, Volume= 5.353 of
Outflow = 3.98 cfs @ 13.67 hrs, Volume= 5.341 af, Atten= 96%, Lag= 98.3 min
Primary = 3.98 cfs @ 13.67 hrs, Volume= 5.341 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 256.23' @ 13.67 hrs Surf.Area= 40,426 sf Storage= 149,737 cf
Plug -Flow detention time=1,098.5 min calculated for 5.341 of (100% of inflow)
Center -of -Mass det. time= 1,097.0 min ( 1,901.6 - 804.5 )
Volume Invert Avail.Storage Storage Description
#1 252.00' 225,229 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
252.00 30,540 0 0
254.00 35,045 65,585 65,585
256.00 39,839 74,884 140,469
258.00 44,921 84,760 225,229
Device Routing Invert Outlet Devices
#1 Primary 252.00' 18.0" Round RCP -Round 18"
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 252.00' / 248.00' S= 0.0800 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Device 1 252.00' 1.134 cfs Constant Flow/Skimmer Phase -In= 0.01'
#3 Device 1 256.00' 30.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 257.00' 20.0' long x 14.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63
Primary OutFlow Max=3.98 cfs @ 13.67 hrs HW=256.23' (Free Discharge)
t-1=RCP_Round 18" (Passes 3.98 cfs of 15.87 cfs potential flow)
L2=Constant Flow/Skimmer (Constant Controls 1.13 cfs)
3=Orifice/G rate
(Weir Controls 2.85 cfs @ 1.57 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=252.00' (Free Discharge)
L4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 32
fl
w
3
0
M
Pond 11 P: Basin #20
Hydrograph
cfs
I
L
1nf1iw T"=1-7 ac'
1
1
I I—
I
- -
- -1-
-I- - I- -
- - -4Pe-Ak E11Evz�-256;2-3,
— T —
T — —1
— —1 — 1— — T
— T— Sto I'g we 7 49,, 7-37 -cf
—+
-4 1
I I
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- rt
-1 1
I I r
I I
t — —1 I I r T
I I I I I I I
I
1 —
I
-i — —1
I I I
— — I — — I— — L
I I I I I I I
— 1 — � — —1 — —1 — — 1— — L — 1
4- —
-4 — —1
— — I — — I— —
— — - — —1 — — I — — I— — — 4
1
1 1—-I--I--�—t—�
I I — — I— —t
3-98 cfs
3.98 cfs
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
LInflow
wrydary

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 33
Hydrograph for Pond 11 P: Basin #20
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
5.00
0.00
0
252.00
0.00
0.00
0.00
10.00
1.58
8,596
252.28
0.41
0.41
0.00
15.00
2.64
147,649
256.18
3.08
3.08
0.00
20.00
1.15
142,336
256.05
1.39
1.39
0.00
25.00
0.00
136,502
255.90
1.13
1.13
0.00
30.00
0.00
116,090
255.38
1.13
1.13
0.00
35.00
0.00
95,678
254.83
1.13
1.13
0.00
40.00
0.00
75,266
254.27
1.13
1.13
0.00
45.00
0.00
54,854
253.69
1.13
1.13
0.00
50.00
0.00
34,442
253.08
1.13
1.13
0.00
55.00
0.00
14,066
252.45
1.03
1.03
0.00
60.00
0.00
5,886
252.19
0.20
0.20
0.00
65.00
0.00
3,666
252.12
0.08
0.08
0.00
70.00
0.00
2,652
252.09
0.04
0.04
0.00
75.00
0.00
2,074
252.07
0.03
0.03
0.00
80.00
0.00
1,702
252.06
0.02
0.02
0.00
85.00
0.00
1,442
252.05
0.01
0.01
0.00
90.00
0.00
1,251
252.04
0.01
0.01
0.00
95.00
0.00
1,104
252.04
0.01
0.01
0.00
100.00
0.00
988
252.03
0.01
0.01
0.00
105.00
0.00
894
252.03
0.00
0.00
0.00
110.00
0.00
816
252.03
0.00
0.00
0.00
115.00
0.00
751
252.02
0.00
0.00
0.00
120.00
0.00
695
252.02
0.00
0.00
0.00
125.00
0.00
647
252.02
0.00
0.00
0.00
130.00
0.00
606
252.02
0.00
0.00
0.00
135.00
0.00
569
252.02
0.00
0.00
0.00
140.00
0.00
536
252.02
0.00
0.00
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 34
Summary for Pond 12P: Basin #18
Inflow Area = 10.149 ac, 0.00% Impervious, Inflow Depth > 3.72" for 10-yr event
Inflow = 62.50 cfs @ 11.97 hrs, Volume= 3.146 of
Outflow = 1.20 cfs @ 15.94 hrs, Volume= 3.139 af, Atten= 98%, Lag= 238.5 min
Primary = 1.20 cfs @ 15.94 hrs, Volume= 3.139 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 236.11' @ 15.94 hrs Surf.Area= 28,560 sf Storage= 99,070 cf
Plug -Flow detention time=1,474.0 min calculated for 3.138 of (100% of inflow)
Center -of -Mass det. time= 1,474.5 min ( 2,273.8 - 799.3 )
Volume Invert Avail.Storage Storage Description
#1 232.00' 157,140 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
232.00 19,786 0 0
234.00 23,867 43,653 43,653
236.00 28,287 52,154 95,807
238.00 33,046 61,333 157,140
Device Routing Invert Outlet Devices
#1 Primary 232.00' 12.0" Round RCP -Round 12"
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 232.00' / 230.00' S= 0.0400 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf
#2 Device 1 232.00' 0.600 cfs Constant Flow/Skimmer Phase -In= 0.01'
#3 Device 1 236.00' 18.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 237.00' 20.0' long x 14.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63
Primary OutFlow Max=1.20 cfs @ 15.94 hrs HW=236.11' (Free Discharge)
t-1=RCP_Round 12" (Passes 1.20 cfs of 7.19 cfs potential flow)
L2=Constant Flow/Skimmer (Constant Controls 0.60 cfs)
3=Orifice/G rate
(Weir Controls 0.60 cfs @ 1.11 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=232.00' (Free Discharge)
L4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 35
Pond 12P: Basin #18
Hydrograph
I I I I I I I I I I
— —1 — — 1— — — t — — —1
62.50 cfs
L
L
-1 1 1 L
I IIflOw �A 4 1 aG
LInflow
wI
ryI
i
I
I _ —.. -
dary
65
�A Q A
L
Pe� Etev�23S7.1 ,
60
�A 1 1 1 ^^ 11
n
55
1
— — —I
— — I— —
— +
— — —1 — — 1— — — 4 — - — —1
50
1
J
1 L
1
J 1 1 L L - 1
45
-
— —
— —
— — — —
—
— —
— — — — — -
— — — — — — — — —
w 40
—1
35
i
�
t
F I
1
fi
1
fi
M 30
25
20
15
10
1.20 ofs
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 36
Hydrograph for Pond 12P: Basin #18
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
5.00
0.00
0
232.00
0.00
0.00
0.00
10.00
0.98
5,184
232.26
0.28
0.28
0.00
15.00
1.52
98,313
236.09
1.00
1.00
0.00
20.00
0.67
97,461
236.06
0.82
0.82
0.00
25.00
0.00
94,211
235.94
0.60
0.60
0.00
30.00
0.00
83,411
235.55
0.60
0.60
0.00
35.00
0.00
72,611
235.15
0.60
0.60
0.00
40.00
0.00
61,811
234.74
0.60
0.60
0.00
45.00
0.00
51,011
234.30
0.60
0.60
0.00
50.00
0.00
40,211
233.85
0.60
0.60
0.00
55.00
0.00
29,411
233.39
0.60
0.60
0.00
60.00
0.00
18,611
232.90
0.60
0.60
0.00
65.00
0.00
7,811
232.39
0.59
0.59
0.00
70.00
0.00
3,163
232.16
0.11
0.11
0.00
75.00
0.00
1,944
232.10
0.04
0.04
0.00
80.00
0.00
1,396
232.07
0.02
0.02
0.00
85.00
0.00
1,087
232.05
0.01
0.01
0.00
90.00
0.00
889
232.04
0.01
0.01
0.00
95.00
0.00
752
232.04
0.01
0.01
0.00
100.00
0.00
651
232.03
0.00
0.00
0.00
105.00
0.00
574
232.03
0.00
0.00
0.00
110.00
0.00
513
232.03
0.00
0.00
0.00
115.00
0.00
464
232.02
0.00
0.00
0.00
120.00
0.00
423
232.02
0.00
0.00
0.00
125.00
0.00
389
232.02
0.00
0.00
0.00
130.00
0.00
360
232.02
0.00
0.00
0.00
135.00
0.00
335
232.02
0.00
0.00
0.00
140.00
0.00
313
232.02
0.00
0.00
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 37
Summary for Pond 13P: Basin #19
Inflow Area = 23.838 ac, 0.00% Impervious, Inflow Depth > 3.72" for 10-yr event
Inflow = 146.80 cfs @ 11.97 hrs, Volume= 7.389 of
Outflow = 2.61 cfs @ 16.39 hrs, Volume= 7.349 af, Atten= 98%, Lag= 265.3 min
Primary = 2.61 cfs @ 16.39 hrs, Volume= 7.349 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 254.15' @ 16.39 hrs Surf.Area= 65,758 sf Storage= 240,711 cf
Plug -Flow detention time=1,810.2 min calculated for 7.346 of (99% of inflow)
Center -of -Mass det. time= 1,808.6 min ( 2,608.0 - 799.3 )
Volume Invert Avail.Storage Storage Description
#1 250.00' 369,111 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
250.00 50,446 0 0
252.00 57,667 108,113 108,113
254.00 65,177 122,844 230,957
256.00 72,977 138,154 369,111
Device Routing Invert Outlet Devices
#1 Primary 250.00' 18.0" Round RCP -Round 18"
L= 50.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 250.00' / 246.00' S= 0.0800 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Device 1 250.00' 1.134 cfs Constant Flow/Skimmer Phase -In= 0.01'
#3 Device 1 254.00' 30.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 255.00' 20.0' long x 14.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63
Primary OutFlow Max=2.61 cfs @ 16.39 hrs HW=254.15' (Free Discharge)
t-1=RCP_Round 18" (Passes 2.61 cfs of 15.69 cfs potential flow)
L2=Constant Flow/Skimmer (Constant Controls 1.13 cfs)
3=Orifice/G rate
(Weir Controls 1.48 cfs @ 1.26 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=250.00' (Free Discharge)
L4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCADO 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 38
Pond 13P: Basin #19
Hydrograph
L _ L _ L _ _I
_ _ 1 _ _ 1_
146.80 cfs
;In I�Qw ►ref=2-" a_c
150
///
-1- -1- - ! - .83�
1
P�I� €lev�254.'I-5-
140
1 1 1 Stom_geF24� T1� cf
130
//
/ — — — — — —
— — — — — — — — — — — — — —
120
110
/
100
N
i
/
90
/
/ i
I I I I I I I
c 80
/,//
I I
I I I I I I I I
u 70
60
50
40
/
/, I T--I--I--I--1—-T--7
I I—-
30
20
/ 2slcfs
/
/
2.61 cfs
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
Lry

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 39
Hydrograph for Pond 13P: Basin #19
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
5.00
0.00
0
250.00
0.00
0.00
0.00
10.00
2.30
13,247
250.26
0.36
0.36
0.00
15.00
3.58
237,716
254.10
1.99
1.99
0.00
20.00
1.56
237,458
254.10
1.94
1.94
0.00
25.00
0.00
230,368
253.99
1.13
1.13
0.00
30.00
0.00
209,956
253.67
1.13
1.13
0.00
35.00
0.00
189,544
253.35
1.13
1.13
0.00
40.00
0.00
169,132
253.02
1.13
1.13
0.00
45.00
0.00
148,720
252.69
1.13
1.13
0.00
50.00
0.00
128,308
252.35
1.13
1.13
0.00
55.00
0.00
107,896
252.00
1.13
1.13
0.00
60.00
0.00
87,484
251.64
1.13
1.13
0.00
65.00
0.00
67,072
251.27
1.13
1.13
0.00
70.00
0.00
46,660
250.90
1.13
1.13
0.00
75.00
0.00
26,248
250.51
1.13
1.13
0.00
80.00
0.00
13,646
250.27
0.38
0.38
0.00
85.00
0.00
9,068
250.18
0.17
0.17
0.00
90.00
0.00
6,759
250.13
0.10
0.10
0.00
95.00
0.00
5,376
250.11
0.06
0.06
0.00
100.00
0.00
4,458
250.09
0.04
0.04
0.00
105.00
0.00
3,806
250.08
0.03
0.03
0.00
110.00
0.00
3,319
250.07
0.02
0.02
0.00
115.00
0.00
2,941
250.06
0.02
0.02
0.00
120.00
0.00
2,640
250.05
0.02
0.02
0.00
125.00
0.00
2,395
250.05
0.01
0.01
0.00
130.00
0.00
2,191
250.04
0.01
0.01
0.00
135.00
0.00
2,019
250.04
0.01
0.01
0.00
140.00
0.00
1,872
250.04
0.01
0.01
0.00

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 40
Summary for Pond 14P: Basin #17
Inflow Area = 15.571 ac, 0.00% Impervious, Inflow Depth > 3.72" for 10-yr event
Inflow = 94.79 cfs @ 11.97 hrs, Volume= 4.827 of
Outflow = 2.03 cfs @ 15.58 hrs, Volume= 4.814 af, Atten= 98%, Lag= 216.9 min
Primary = 2.03 cfs @ 15.58 hrs, Volume= 4.814 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 278.15' @ 15.58 hrs Surf.Area= 42,309 sf Storage= 147,692 cf
Plug -Flow detention time=1,218.7 min calculated for 4.814 of (100% of inflow)
Center -of -Mass det. time= 1,216.9 min ( 2,016.5 - 799.6 )
Volume Invert Avail.Storage Storage Description
#1 274.00' 231,784 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
274.00 29,036 0 0
276.00 35,271 64,307 64,307
278.00 41,797 77,068 141,375
280.00 48,612 90,409 231,784
Device Routing Invert Outlet Devices
#1 Primary 274.00' 12.0" Round RCP -Round 12"
L= 80.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 274.00' / 272.00' S= 0.0250 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf
#2 Device 1 274.00' 1.134 cfs Constant Flow/Skimmer Phase -In= 0.01'
#3 Device 1 278.00' 18.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 279.00' 20.0' long x 14.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63
Primary OutFlow Max=2.03 cfs @ 15.58 hrs HW=278.15' (Free Discharge)
t-1=RCP_Round 12" (Passes 2.03 cfs of 7.23 cfs potential flow)
L2=Constant Flow/Skimmer (Constant Controls 1.13 cfs)
3=Orifice/G rate
(Weir Controls 0.90 cfs @ 1.27 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=274.00' (Free Discharge)
L4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 41
Pond 14P: Basin #17
Hydrograph
/ t-
- t -
-t - -1
— — 1— — ,— — r-
- T — - -i - - - - 1- - r - t
/ / 94.79 cfs
/
1rTf10W-4Tea=t5.571
105
/ /
—
—
ac�
100
/
//
+
PeakElev-278.15'
95
//
T
T
1 I F
T-
90
/ / / /
- - -
- - -
- 1 I I
I - Storager147,692 cf
85
//
—
80
///
�
1 1 I
T — —
75
/ / /
— + —
� — —1
— — I — — I— — t
— + —-
70
//
—T —
T
T—T--7
1
_ 65
////
H 60
///
— —
——
——------
— — — — —— — — -
55
c50
/ / /
— + —
-4 — —1
— — I — — I— — ♦-
— + — -4 —-
u. 45
//
T
T
1 I I r
T T 1 1 —
40
////
35
30
////
/ / /
-
-1
1 1 1 L
T � 1 1-
25
///
+
- — —I-- ♦
—+--4 1 1
20
15
2.03 cfs
/
10
/ 2.03 cfs
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
ary

Charah Colon ESC Type 1124-hr 10-yr Rainfall=5.27"
Prepared by HDR, Inc Printed 2/28/2021
HydroCAD® 10.00-25 s/n 11397 © 2019 HydroCAD Software Solutions LLC Page 42
Hydrograph for Pond 14P: Basin #17
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
5.00
0.00
0
274.00
0.00
0.00
0.00
10.00
1.50
8,291
274.28
0.33
0.33
0.00
15.00
2.34
147,315
278.14
1.95
1.95
0.00
20.00
1.02
143,751
278.06
1.34
1.34
0.00
25.00
0.00
136,363
277.88
1.13
1.13
0.00
30.00
0.00
115,951
277.38
1.13
1.13
0.00
35.00
0.00
95,539
276.85
1.13
1.13
0.00
40.00
0.00
75,127
276.30
1.13
1.13
0.00
45.00
0.00
54,715
275.72
1.13
1.13
0.00
50.00
0.00
34,303
275.11
1.13
1.13
0.00
55.00
0.00
14,221
274.48
0.87
0.87
0.00
60.00
0.00
6,475
274.22
0.21
0.21
0.00
65.00
0.00
4,091
274.14
0.08
0.08
0.00
70.00
0.00
2,971
274.10
0.05
0.05
0.00
75.00
0.00
2,326
274.08
0.03
0.03
0.00
80.00
0.00
1,908
274.07
0.02
0.02
0.00
85.00
0.00
1,617
274.06
0.01
0.01
0.00
90.00
0.00
1,402
274.05
0.01
0.01
0.00
95.00
0.00
1,237
274.04
0.01
0.01
0.00
100.00
0.00
1,106
274.04
0.01
0.01
0.00
105.00
0.00
1,001
274.03
0.01
0.01
0.00
110.00
0.00
913
274.03
0.00
0.00
0.00
115.00
0.00
840
274.03
0.00
0.00
0.00
120.00
0.00
777
274.03
0.00
0.00
0.00
125.00
0.00
723
274.02
0.00
0.00
0.00
130.00
0.00
676
274.02
0.00
0.00
0.00
135.00
0.00
635
274.02
0.00
0.00
0.00
140.00
0.00
599
274.02
0.00
0.00
0.00

PROJECT Charah Colon Mine ESC
SUBJECT Outlet Protection Analysis - Rip Rap Aprons (Circular Pipe)
Rip Rap Aprons:
Outlet
SHEET
/
JOB #
DATE
2/24/2021
COMPUTED BY
PDB
CHECKED BY
TMY
Basin #17
Basin #18
Basin #19
Basin #20
Basin #21
Basin #22
Basin #23
Pipe Type:
Concrete
Concrete
Concrete
Concrete
Concrete
Concrete
Concrete
Manning's Coefficient:
0.011
0.011
0.011
0.011
0.011
0.011
0.011
Diameter (Do) (in) =
12
12
18
18
36
12
18
Slope (%) =
3.3
4.0
8.0
8.0
4.0
4.0
5.0
Design Discharge (cfs) =
5.9
5.7
12.3
13.0
44.4
5.9
12.4
Source of Discharge Data:
HydroCAD 10-Yr 24-Hr
HydroCAD 10-Yr 24-Hr
HydroCAD 10-Yr 24-Hr
HydroCAD 10-Yr 24-Hr
HydroCAD 10-Yr 24-Hr
HydroCAD 10-Yr 24-Hr
HydroCAD 10-Yr 24-Hr
K =
0.241
0.210
0.109
0.115
0.088
0.218
0.139
0 (degrees) =
265
265
265
265
151
207
265
Flow Depth (d) (in) =
10.1
10.1
15.1
15.1
13.4
7.4
15.1
Flow Area (ft) =
0.7
0.7
1.6
1.6
2.4
0.5
1.6
Flow Velocity (v) (ft/sec) =
7.6
7.2
7.0
7.3
6.3
7.51
7.02
Froude Number =
1.46
1.39
1.09
1.15
1.05
1.69
1.10
Rip Rap Aprons Applicable?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Tailwater Condition (Low or High)*:
Low
Low
Low
Low
Low
Low
Low
d50 (ft)** =
0.25
0.25
0.40
0.40
0.60
0.25
0.40
dmax (ft) =
0.38
0.38
0.60
0.60
0.90
0.38
0.60
Apron Thickness (X) (ft):
-----
-----
-----
-----
-----
-----
No Geotextile:
0.56
0.56
0.90
0.90
1.35
0.56
0.90
With Geotextile:
0.38
0.38
0.60
0.60
0.90
0.38
0.60
Apron Dimensions (ft):
-----
-----
-----
-----
-----
-----
Length (La)** =
10
10
11
11
20
10
11
Width (W) =
11.0
11.0
12.5
12.5
23.0
11.0
12.5
*Tailwater Conditions: Low: Tw < 0.5Do; High: Tw > 0.5Do
** Value from Chart.
Charah Colon Outlet Protection Low Tailwater.xls Page 1

DRAWINGS

This page intentionally left blank.

Owner/Permittee: Green Meadow, LLC
Operator: Charah, Inc.
Engineer of Record: HDR Engineering, Inc. of the Carolinas
a
tjric
k47rry�8d
'.Rd
osl 011toe
P
=CT LOCATION
U
C
ZE
X
�+. Sanford k a Rd
Municipal �' r = Riddle
Golf Course j nr Sources: Esri, DeLorme, NAVTEQ, USGS, NRCAN, METI, PC, TomTom
Permit Drawings For
Colon Mine Site
INDEX OF DRAWINGS
(,FnIFR01
OOG-01 COVER
OOG-02 MINE MAP (EXISTING CONDITIONS)
SITE WORK
OOC-01
Mine Permit OOC-02
OOC-03
OOC-04
OOC-05
Mo ification OOC-06
Permit No. 53-05
Civil
HDR Project No.
10021146
Sanford, North Carolina
March 2021
Submitted to NCDEQ - DEMLR
MINE DEVELOPMENT PLAN (1 OF 2)
MINE DEVELOPMENT PLAN (2 OF 2)
MINE RECLAMATION PLAN
SITE CROSS SECTIONS
MISCELLANEOUS DETAILS
SEDIMENT BASIN DETAILS
SEAL �!
1"137 � _;i
of Y Pk,
�....u�
HDR Engineering, Inc. of the Carolinas
440 S. Church St.
Suite 1000
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. F-0116

1
I � m
n 6,I Tz I
w�
N
A �
awn Colytrawley
Db.l2 ,Pg. 788
O
Thomas W.
Bk, 021, Pg. 80
Christopher Ross Chenco
PC 5 PG 170 ' ay
Bk. I 115, Pg. 59 I „�
I
William T Reaves, Jr.
PC 9 Pg 238
Michael M. Reaves ✓
F— PC 9 Pg 238
Bk 102 Pg 157
Z Michael M. Reaves
0 Q PC 9 Pg 238
\ Bk 119 Pg GG4
= J
m n
LIJ— — — — — — — — — 4
LU
d U ally D and Cullen R Rascoe,
o, r � BK 3 12 Pg 875
3 Q
"
04 Q -- — — — — -----
— —
w o Life Es ate
Emma C Re es
z I Bk 1 19 P GG4 ichael M Reaves
M I PC 8 Pg 87
00
r
U
0
3
a
"e
Pq
pi,"t Parcel A4) Gy
Z INACTIVE \ \
°, MINING AREA
L. �IRFVF(-,FTATr=n) POND
�-1
M I 177 n 7�70PON
of I
2
u, m
Em
I �m
n -
I
��
m
I I
300' RESIDENCE/GROUNDWATER
WELL BUFFER (TYP.)
o
Marlyn Ber y
Bk 707 Pg 119
Bk. 415, Pg. 335
FUTURE l�
MINE AREA �(
V O
for
od
't.
� d
1
HDR Engineering, Inc
of the Carolinas
440 S. Church St. Suite 1000
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number F-0116
Kenneth M. Alexander
Tract I
PC 8 PG I GC
Db, 530, Pg. 5G
AdJoiner Fence
Encroaches
By I G.7
?0
c
3
I
Kenneth M. Alexander Kenneth M. Alexander
Bk. 530, Pg, 5G
Tract 3
/ PC 8 PG I GC
PC 8 PG I GC
c /
iroperty Line 610w5 the Centerlme /
of5mall branch ordrtch.
0
III
r
FA
/o
r
0
John L. Riggs
Bk. 1213, Pg. 558
PC 8 Pg I GD
5
0
7 I 8
N SCOPE:
THE PURPOSE OF THESE DRAWINGS IS TO TRANSFER THE OWNERSHIP OF THE MINE AND
UPDATE BOTH THE EXCAVATION PLAN AND RECLAMATION PLAN.
NOTES:
1. TOPOGRAPHIC SURVEY PROVIDED BY AVIO IMAGE MAPPING SERVICES, INC. ALTA
SURVEY COMPLETED BY LAWRENCE ASSOCIATES DATED AUGUST 14, 2014.
CLEARWATER ENVIRONMENTAL PROVIDED WETLAND LOCATIONS TO LAWRENCE
ASSOCIATES FOR INCLUSION INTO THEIR SURVEY.
2. PROPERTY BOUNDARY PROVIDED BY LAWRENCE ASSOCIATES DATED
SEPTEMBER 5, 2014.
3. GROUNDWATER WELL LOCATIONS PROVIDED BY LAWRENCE ASSOCIATES DATED
SEPTEMBER 5, 2014.
4. FLOODPLAIN LOCATION IS FROM LAWRENCE ASSOCIATES AS IDENTIFIED ON
pnopert
FLOOD INSURANCE RATE MAP FOR LEE COUNTY NORTH CAROLINA, COMMUNITY
b �\ rq fo r d1 the Centerlme
ofsmalrnanchondtch. PANEL NUMBER 3710965400J, DATED SEPTEMBER 6, 2006. LAWRENCE
ASSOCIATES CERTIFIES THAT A PORTION OF THIS PROPERTY IS LOCATED IN A
SPECIAL FLOOD HAZARD AREA AS DETERMINED BY THE FEDERAL EMERGENCY
r MANAGEMENT AGENCY.
/J 5 WETLANDS DELINEATED BY CLEARWATER ENVIRONMENTAL ON AUGUST 8 2014
Kathy Lynn Holland
\ Bk. 703, Pg. 853
\
\
\
\
aertyLme fo/10915 the Centerline
mall branch or ditch.
i
6. THE WETLANDS AND STREAMS THAT ARE IMPACTED BY THIS PROJECT WILL BE
PERMITTED THROUGH NC DIVISION OF WATER QUALITY AND MITIGATED AS
REQUIRED PRIOR TO LAND DISTURBANCE. ESTIMATED IMPACTS INCLUDE:
7-1
O t • 2,040 LINEAR FEET OF STREAMS
• 27,106 SQ. FT. (0.62 ACRES) OF WETLANDS
3?x0 ACCORDING TO LAWRENCE ASSOCIATES SURVEY, LEE COUNTY PUBLIC
/ WORKS PROVIDED THE ADDRESSES FOR DRINKING WATER WELL
0,0 r LOCATIONS AND WATER SERVICES TO ADJOINING PARCELS WITHIN 500
I 36x00 FEET OF THE PROPERTY LINE. LEE COUNTY PUBLIC WORKS PROVIDED
3gx�o PARCELS SERVED BY COUNTY WATER. PUBLIC WATER SUPPLY
�40, / 0 E (WATERLINE) IS LOCATED ALONG COLON ROAD.
42'`00 OC'04 — — — — 7. THE PRIMARY SITE ENTRANCE IS FROM COLON ROAD.
p 44�00 8. SOIL STOCKPILE AREAS TO BE DESIGNED AND PERMITTED AS NEEDED FOR
OPERATIONS.
GENERAL MINE INFORMATION
THE COLON MINE (PERMIT NO. 53.05) IS LOCATED ON COLON ROAD ABOUT 3
MILES NORTH OF SANFORD, NC IN LEE COUNTY. CURRENTLY, 371 ACRES OF
/ LAND ARE WITHIN THE MINE PERMIT LIMITS WITH 314 ACRES OF LAND ALLOWED
ITO BE DISTURBED.
/ THE EXISTING BASINS HAVE BEEN FORMED BY MINE EXCAVATION AND THE
GI OUTLETS CONSIST OF BRICKBAT SECTIONS OR PIPE CULVERTS. HOWEVER,
30X00 C 01 \ SEVEN (7) BASINS HAVE NOT BEEN INSTALLED AT THIS TIME AND HAVE BEEN
OC,O / i 6 =� REDESIGNED AS DRY DETENTION BASINS WITH SLOW DRAINAGE OUTLETS. AT
3?'`�0 4 o -:5_ _ _ _ _ _ THE MAJORITY OF THE DISTURBANCE AREAS, EXCAVATION EXTENDS BELOW
34�00/// \ Q J THE LOWEST LEVEL OF THE BRICKBAT OUTLET SECTION THAT IS PROVIDED FOR
APPROXIMATE LIMITS / \ �\ 21" z THESE BASINS. THE WATER ACCUMULATED BELOW THE BASIN OUTLETS IS
OF ACTIVE MINING ARF BASIN NO 11 / / Q DISCHARGED WITH AN IRRIGATION PUMP WITH A MAXIMUM CAPACITY OF 1500
BRICKBAT
OUTLET
FLOODPLAIN
(SEE NOTE 4)
INACTIVE '
MINING AREA . BRICKBAT
00
REVEGEGATED)C �r OUTLET
(f �2, / BASIN NO. 13
_
i
LEGEND
000,,�� / PL PROPERTY LINE
7 I�I i n / 11 �• � . `
50' PROPERTY LINE BUFFER
Ej
/ 50' WETLANDS/STREAM BUFFER
BASIN NO. 12
300' RESIDENCE/GROUNDWATER
BRICKBAT WELL BUFFER
OUTLET
290 EXISTING TOPOGRAPHY r r r r r r
r r r r r r
EXISTING ROAD r r r
IMPACTED WETLANDS/STREAMS
ohe OVERHEAD ELECTRIC
PARCEL BOUNDARIES
RAILROAD
PROJECT MANAGER M. PLUMMER, P.E.
A 03/2021 ISSUED FOR APPROVAL
ISSUE DATE DESCRIPTION
DESIGNED BY T. YANOSCHAK, P.E.
DRAWN BY D. DIXON
CHECKED BY
PROJECT NUMBER 10021146-014
\
GPM. WATER IS DISCHARGED TO AN ADJACENT MINE / BASIN AREA.
POND
Wdham H. ttcamp
Bk4G5 77G
\/ William H.Kottca I—
Kenneth L Bk 4G5 Pg
/\ Moore \ 7 I
BkzG4P
w
LLI
UNDISTURBED BUFFERS ARE 50-FT AND ARE PROVIDED ALONG ALL CREEKS.
ALSO, 50-FT UNDISTURBED BUFFERS ARE PROVIDED ALONG ROADWAY AND
/ �/
/
AIwnMReaves
PcePga7
—
U)
i
RAILROAD RIGHT-OF-WAYS. AT POWER LINES THE MINE EXCAVATION IS
Q
MAINTAINED AT LEAST 50-FT FROM THE POWER LINE SUPPORTS.
O44
wBASINS
17 THROUGH 23 HAVE NOT YET BEEN INSTALLED. THESE BASINS WILL
C`
��
0
Z
BE INSTALLED BEFORE MINING IS CONDUCTED IN THE AREA OF THESE BASINS.
G°\ e
o
J
THESE BASINS WERE ORIGINALLY DESIGNED TO DISCHARGE AT BRICKBAT
=
OUTLET SECTIONS, BUT HAVE BEEN REDESIGNED AS DRY DETENTION BASINS.
QJ��\0
p
POND
4-3b3247 w �'
8h4P�kol 0 BASIN
NO. 11 A
H
Q
UPON COMPLETION OF MINING, IT IS ANTICIPATED THAT LAKES WILL BE FORMED
r --
AT THE MINE EXCAVATIONS. THE BRICKBAT SECTIONS (WHEN PRESENT) WILL
BE LEVELED WITH A BROAD OUTLET FORMED. THE BERMS WILL ALSO BE
INACTIVE
INACTIVE
REMOVED. FOR THE DRY DETENTION BASINS, THE OUTLET STRUCTURES AND
—
o er 't
MINING AREA
MINING AREA
BERMS WILL BE REMOVED WHEN THE UPSTREAM DRAINAGE AREAS HAVE BEEN
1' `'
(REVEGETATED) a (REVEGETATED)
STABILIZED WITH VEGETATION. ALL HAUL ROADS WILL BE LEFT IN -PLACE.
e neBk
P -�✓
,
ROADWAYS ARE FLUSH WITH THE GROUND OR ARE ELEVATED ABOVE NATURAL
FI
/
GROUND BY EMBANKMENT FILL.
1
\I
POND I
'
r Optic
wala^dz n
( !i
POND J \
WATER RECHARGE BASIN
BASIN NO. 10
PLANIMETRICS
OPEN WATER
STORMWATER BASIN FROM
PRIOR MINING ACTIVITIES
FLOODPLAIN
APPROXIMATE LIMITS OF ACTIVE
MINING AREA
J= r\VI\L✓ ki LI\ VLLV/
COLON MINE SITE
MINE PERMIT MODIFICATION
SANFORD, NC
MINE MAP
(EXISTING CONDITIONS)
0 1" 2-, FILENAME OOG-02.dwg
SCALE 1" = 300'
SHEET
OOG-02
C

1
7
fiber Optic
Cable
O
C�
44 �
O
.e
�po /
POND
POND
WATER RECHARGE BASIN
2 I 3 4 5 16
a
MATCH LINE A -A - SEE SHEET OOC-02
-------- —
William T Reaves, Jr.
PC 9 Pg 238
ti
Michael M. Reaves
PC 9 Pg 238
Bk 102 Pg 157 f/
r
— — — — — — — — — ' c -
6 I Michael M. Reaves
PC 9 Pg 238 �
Bk 119 Pg 664 _
� � o
Daisy D and Cullen R RasCCC i
BK 3 12 Pg 875
/ \\� 0_ I----- ________
\ / \ William H. Kottca I
William H. Kottcamp !� Kenneth L Moore Bk 465 Pg 77 I O Life Estate
( � Emma C Reaves I Ichael M Reaves
/ Bk 465 Pg 776 — — Bk 1 19 P I PC 8 Pg 87
/ / \ r Alvin M Reaves I °7 I
i / I PC 8 Pg 87 66
0
'ND
0
1
o
INACTIVE
MINING AREA
(REVEGETATED)
'Q C�
J
Oictp ictp
e Sign
HDR Engineering, Inc
of the Carolinas
440 S. Church St. Suite 1000
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number F-0116
0
BASIN
NO. 11
kM--3247
3ha� k, I
84, Pq. 50
BASIN
NO. 10
o
1 �
BASIN
NO. 11A
INACTIVE
MINING AREA
(REVEGETATED)
CULVERT
Norfolk Souther
1001 RIW
REMAINDER OF
Pin 9654-36-3247-00
.15± ACRES (PER DEED)
A 03/2021 ISSUED FOR APPROVAL
ISSUE DATE DESCRIPTION
INACTIVE
501 UNDISTURBED MINING AREA
BUFFER (TYP.) (REVEGETATED)
Access Rua
POND
�l
o a d (
r— PROPOSED LIMITS
OF MINING (TYP.)
— o
FUTURE i
MINE AREA
DIVERSION 1
BERM (TYP.) OOC-06
SLOPE GROUND
' TOWARDS BASIN NO. 14
V
A=55 Road
lii •,. /ram; .�,.
` t�� N
—,� Aw
r
LEGEND
PL
PROPERTY LINE
—
50' PROPERTY LINE BUFFER
50' WETLANDS/STREAM BUFFER
LOD
LIMITS OF DISTURBANCE
300' RESIDENCE/GROUNDWATER
WELL BUFFER
EXISTING TOPOGRAPHY
EXISTING ROAD
ohe
OVERHEAD ELECTRIC
PARCEL BOUNDARIES
RAILROAD
— —
CELL BOUNDARIES
PROJECT MANAGER M. PLUMMER, P.E.
DESIGNED BY T. YANOSCHAK, P.E.
DRAWN BY D. DIXON �•''� N C At?
CHECKED BYOFESS.00�1,�'
2 ; QQ-
SEA M__ �Y
`
Gz
00
,..�a�'
PROJECT NUMBER 10021146-014 3 /3 � rya j
PLANIMETRICS
OPEN WATER
r r r r r r r r r
r r r r r r r r r STORMWATER BASIN FROM
r PRIOR MINING ACTIVITIES
FLOODPLAIN
PROPOSED SEDIMENT BASIN
— — > — — > — — > — PROPOSED DIVERSION BERM
BASIN DRAINAGE LIMITS
PROPOSED STORMWATER FLOW
DIRECTION DURING MINING
STOCKF
50' UNDISTURBED
J BUFFER (TYP.)
CULVERT
BASIN NO. 12
BRICKBAT
OUTLET
>
0
m
Q
Q
J
LU
LU
Cn
m
m
LU
z_
J
U
Q
I
I
COLON MINE SITE
MINE PERMIT MODIFICATION
SANFORD, NC
1,,,fff,/''A 1127
4"e
e
POWER LINE
RIGHT-OF-WAY
FBI
C
1. EXISTING SEDIMENT BASINS 14, 15, AND 16 SHALL USE EXISTING
PONDED VOLUME TO TREAT STORMWATER FLOWS. A
MAINTENANCE CONSIDERATIONS
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE
CHECKED FOR STABILITY AND OPERATION FOLLOWING EVERY
RUNOFF -PRODUCING RAINFALL, BUT IN NO CASE SHOULD IT BE
DONE LESS THAN ONCE WEEKLY. ANY NEEDED REPAIRS WILL BE
MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
2. SEDIMENT BASINS 14, 15, AND 16 WILL BE CLEANED OUT WHEN
DISCHARGE CRITERIA CANNOT BE MET.
MINE DEVELOPMENT PLAN
(1 OF 2)
0 1" 2-, FILENAME 00C-01.dwg
SCALE 1" = 200'
SHEET
OOC-01

1
1
6 7
LAND DISTURBANCE SEQUENCE
8
BASIN CONSTRUCTION NOTES
N'
AdJoiner Fence
Encroaches
By 16.7' •
X—X—X—X—X-
III
Kenneth M. Alexander
Tract I
PC 8 PG I GC
Db. 530, Pg. 5G
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0
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a
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3 /
a
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al o
~ I 50' UNDISTURBED BUFFER (TYP.)
01
0
0
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Kenneth M, Alexander
Kenneth M. Alexander
I Bk. 530, Pg, 56
Tract 3 / PC 8 PG I GC / PC 8 PG 16C
� / I
/ / I
f Prolpertl Zme follows the Centerline l l
of small branch or ditch, DISCHARGE INV. EL.=256.0
TOP OF BERM EL. 268.0 �/ Q o
DISCHARGE INV. EL.=258.0 TOP OF BERM EL.=264.0
BASIN NO. 23 / BASIN NO. 22
MINIMUM BOTTOM / MINIMUM BOTTOM DISCHARGE INV. EL.=252.0
DIMENSIONS DIMENSIONS /
p 125' X 250' 1 00'X 200' I� oo TOP OF BERM EL.=262.0
BASIN NO. 21
MINIMUM BOTTOM
NoQO DIMENSIONS
170' X 340'
6x0 00
Mo a 1 DIVERSION
a 8*010 OOC-05 BERM (TYP.)
10'`00
12x00 � N
o
14'`00 O
ce a Q
16*
Road
I
/ oo� 2? 00
N
� / o
/ '
FUTURE MINE AREA 1
(SLOPE GROUND TOWARDS BASINS)
� lv 1 �
✓oo �J
DEngineering, Inc.
-
of the ..
„1 S. Church St. Suite 1000
Charlotte, 28202-2075
704.338.6700
03/2021 ISSUED FOR APPROVAL
DESCRIPTIONISSUE DATE
John L. RIgM5
Bk. 1213, Pg. 558
PCBPg IGD
5 SEDIMENT BASIN
OOC-06 SCHEDULE
DISCHARGE INV. EL.=248.0
TOP OF BERM EL.=258.0
- BASIN NO. 20
MINIMUM BOTTOM
DIMENSIONS
124' X 248'
~ f'ropertyLme follows the Centerline
of small branch or ditch.
\1 41r-4.N_ t�.
28'`00
3�S00,� 7 /
PROJECT MANAGER M. PLUMMER, P.E.
DESIGNED BY T. YANOSCHAK, P.E.
DRAWN BY D. DIXON �.�',� �A C A R
CHECKED BY=,p¢'OFESS',,'
` SEAT Y
,G EE,.
PROJECT NUMBER 10021146-014
1. CONTINUE MINING UPSLOPE OF BASINS NO. 14, 15, 1. SITE PREPARATIONS - CLEAR, GRUB, AND STRIP
AND 16. TOPSOIL FROM AREAS UNDER THE EMBANKMENT
TO REMOVE TREES, VEGETATION, ROOTS, AND
2. INSTALL BASINS NO. 17 THROUGH 23 AS NEEDED. OTHER OBJECTIONABLE MATERIAL. DELAY
CLEARING THE POOL AREA UNTIL THE DAM IS
3. CONSTRUCT DIVERSION BERMS NEEDED TO COMPLETE AND THEN REMOVE BRUSH, TREES,
DIVERT STORMWATER TO BASINS NO. 17 AND 23. AND OTHER OBJECTIONABLE MATERIALS TO
REVEGETATE BERMS IMMEDIATELY OR NO LATER FACILITATE SEDIMENT CLEANOUT. STOCKPILE ALL
THAN 7 DAYS AFTER EACH BERM SECTION IS TOPSOIL OR SOIL CONTAINING ORGANIC MATTER
CONSTRUCTED. FOR USE ON THE OUTER SHELL OF THE
EMBANKMENT TO FACILITATE ESTABLISHMENT.
4. AT INACTIVE REVEGETATED AREAS, VERIFY PLACE TEMPORARY SEDIMENT CONTROL D
EROSION CONTROL STRUCTURES ARE IN -PLACE, MEASURES BELOW THE BASIN AS NEEDED.
AND REPAIR AS NEEDED PRIOR TO REDISTURBING
THESE AREAS. 2. CUT-OFF TRENCH - EXCAVATE A CUT-OFF TRENCH
ALONG THE CENTER LINE OF THE EARTH FILL
EMBANKMENT. CUT THE TRENCH TO STABLE SOIL
MATERIAL, BUT IN NO CASE MAKE IT LESS THAN 2
N FT DEEP. THE CUT-OFF TRENCH MUST EXTEND
INTO
BOTH ABUTMENTS TO AT LEAST THE
Kathy Lynn Holland ELEVATION OF THE RISER CREST. MAKE THE
\
Bk. 703, P 653 g• MINIMUM BOTTOM WIDTH WIDE ENOUGH TO
\ PERMIT OPERATION OF EXCAVATION AND
\ COMPACTION EQUIPMENT, BUT IN NO CASE LESS
\ DISCHARGE THAN 2 FT. MAKE SIDE SLOPES OF THE TRENCH NO
\ INV. EL.=230.0 STEEPER THAN 1:1. COMPACTION REQUIREMENTS
\ ARE THE SAME AS THOSE FOR THE EMBANKMENT.
\ TOP OF BERM KEEP THE TRENCH DRY DURING BACKFILLING AND
\ EL. 238.0 frog rtyLarefol%wsthe Centerliae COMPACTION OPERATIONS.
\ of sm //branch or ditch. BASIN NO. 18
\ MINIMUM BOTTOM 3. EMBANKMENT - FILL MATERIAL SHOULD BE CLEAN
\ DIMENSION MINERAL SOIL, FREE OF ROOTS, WOODY
\ \ 100' X 200' VEGETATION, ROCKS, AD OTHER OBJECTIONABLE
r �Z` MATERIAL. SCARIFY AREAS ON WHICH FILL IS TO
�—� BE PLACED BEFORE PLACING FILL. COMPACT
o SOILS TO MINIMUM 95% STANDARD PROCTOR
MAXIMUM DRY DENSITY IN ACCORDANCE WITH
ASTM D698. PLACE FILL MATERIAL IN 6" TO 8"
TOP OF BERM EL.=256.0 CONTINUOUS LAYERS OVER THE ENTIRE LENGTH
O OF THE FILL AREA AND COMPACT IT. COMPACTION
BASIN NO. 19 MAY BE OBTAINED BY ROUTING THE
MINIMUM BOTTOM CONSTRUCTION HAULING EQUIPMENT OVER THE C
DIMENSIONS as / FILL SO THAT THE ENTIRE SURFACE OF EACH
160' X 320' LAYER IS TRAVERSED BY AT LEAST ONE WHEEL OR
DISCHARGE TREAD TRACK OF HEAVY EQUIPMENT, OR A
COMPACTOR MAY BE USED. CONSTRUCT THE
INV.oEL.=246.0 - EMBANKMENT TO AN ELEVATION 10% HIGHER THAN
THE DESIGN HEIGHT TO ALLOW FOR SETTLING.
4. CONDUIT SPILLWAYS - EMBED RISER IN CONCRETE
AS SHOWN ON DETAIL. SECURELY ATTACH THE
O RISER TO THE BARREL TO MAKE A WATERTIGHT
D STRUCTURAL CONNECTION. SECURE ALL
CONNECTIONS BETWEEN BARREL SECTIONS BY
APPROVED WATERTIGHT ASSEMBLIES. PLACE THE
BARREL ON A FIRM, SMOOTH FOUNDATION OF
IMPERVIOUS SOIL. DO NOT USE PERVIOUS
Q MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED
STONE AS BACKFILL AROUND THE PIPE OR
ANTI -SEEP COLLARS.
PLACE THE FILL MATERIAL AROUND THE PIPE
O SPILLWAY IN 4 INCH LAYERS, AND COMPACT IT
UNDER AND AROUND THE PIPE TO AT LEAST THE
a SAME DENSITY AS THE ADJACENT EMBANKMENT.
CARE MUST BE TAKEN NOT TO RAISE THE PIPE
/ FROM FIRM CONTACT WITH ITS FOUNDATION WHEN
COMPACTING UNDER THE PIPE HAUNCHES.
PLACE A OF 2 FT
LEGEND BA KFILL OVER HNIMUMDEEPIPE SSPIL WAOYF EFFORECTED
01
CROSSING IT WITH CONSTRUCTION EQUIPMENT.
38*00 Pl PROPERTY LINE ANCHOR THE RISER IN PLACE WITH CONCRETE OR B
50' PROPERTY LINE BUFFER OTHER SATISFACTORY MEANS TO PREVENT
j OxOo �f FLOTATION. IN NO CASE SHOULD THE PIPE
e 50' WETLANDS/STREAM BUFFER CONDUIT BE INSTALLED BY CUTTING A TRENCH
/ 00 00C 04 SOD LIMITS OF DISTURBANCE THROUGH COMPLE HTHE DAM AFTER THE EMBANKMENT IS
44,100 300' RESIDENCE/GROUNDWATER
� I',, WELL BUFFER 5. INLETS -DISCHARGE WATER INTO THE BASIN IN A
MANNER TO PREVENT EROSION. USE DIVERSIONS
290 EXISTING TOPOGRAPHY WITH OUTLET PROTECTION TO DIVERT SEDIMENT
LADEN WATER TO THE UPPER END OF THE POOL
EXISTING ROAD AREA TO IMPROVE BASIN TRAP EFFICIENCY.
ohe OVERHEAD ELECTRIC 6. EROSION CONTROL - CONSTRUCT THE STRUCTURE
PARCEL BOUNDARIES
SO THAT THE DISTURBED AREA IS MINIMIZED.
DIVERT SURFACE WATER AWAY FROM BARE
AREAS. COMPLETE THE EMBANKMENT BEFORE
RAILROAD
THE AREA IS CLEARED. STABILIZE THE
EMERGENCY SPILLWAY EMBANKMENT AND ALL
— —
CELL BOUNDARIES
OTHER DISTURBED AREAS ABOVE THE CREST OF
THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER
PLANIMETRICS
CONSTRUCTION.
MAINTENANCE CONSIDERATIONS
OPEN WATER
INSPECT THE SEDIMENT BASINS AT LEAST WEEKLY AND
AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER)
RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE
— — — — — — — —
r r r r r r r r r
STORMWATER BASIN FROM
SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
PRIOR MINING ACTIVITIES
DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF THE
DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AN
,q
FLOODPLAIN
AREA WITH SEDIMENT CONTROLS.
CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR
EROSION DAMAGE, AND INSPECT THE EMBANKMENT
a
PROPOSED SEDIMENT BASIN
FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY
REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND
— — > — — > — — > —
PROPOSED DIVERSION BERM
OTHER DEBRIS FROM THE RISER AND POOL AREA.
BASIN DRAINAGE LIMITS
PROPOSED STORMWATER FLOW
DIRECTION DURING MINING
COLON MINE SITE
MINE PERMIT MODIFICATION
SANFORD, NC
MINE DEVELOPMENT PLAN
(2 OF 2)
0 1" 2-, FILENAME OOC-02.dwg
00119
SCALE 1" = 200'
SHEET
OOC-02

HDR Engineering, Inc.
of the Carolinas
440 S. Church St. Suite 1000
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number F-0116
A 03/2021 ISSUED FOR APPROVAL
ISSUE DATE DESCRIPTION
PROJECT MANAGER M. PLUMMER, P.E.
DESIGNED BY T. YANOSCHAK, P.E.
DRAWN BY D. DIXON
CHECKED BY
PROJECT NUMBER 1 10021146-014
ti`r p
s SEAL Y =
Y PN
COLON MINE SITE
MINE PERMIT MODIFICATION
SANFORD, NC
MINE RECLAMATION PLAN
0 1" 2-, FILENAME OOC-03.dwg
00119
SCALE 1 1" = 300'
SHEET
OOC-03

HDR Engineering, Inc.
of the Carolinas
440 S. Church St. Suite 1000
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number F-0116
A 03/2021 ISSUED FOR APPROVAL
ISSUE DATE DESCRIPTION
PROJECT MANAGER M. PLUMMER, P.E.
DESIGNED BY T. YANOSCHAK, P.E.
DRAWN BY D. DIXON
CHECKED BY
PROJECT NUMBER 1 10021146-014
COLON MINE SITE
MINE PERMIT MODIFICATION
SANFORD, NC
SITE CROSS SECTIONS
0 1" 2-, FILENAME I OOC-04.dwg
SCALE I H: 1 "=150' V: 1 "=30'
SHEET
OOC-04

HDR Engineering, Inc.
of the Carolinas
440 S. Church St. Suite 1000
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number F-0116
A 03/2021 ISSUED FOR APPROVAL
ISSUE DATE DESCRIPTION
PROJECT MANAGER M. PLUMMER, P.E.
DESIGNED BY T. YANOSCHAK, P.E.
DRAWN BY D. DIXON
CHECKED BY
PROJECT NUMBER 1 10021146-014
SEAL y
N •'
COLON MINE SITE
MINE PERMIT MODIFICATION
SANFORD, NC
EROSION AND SEDIMENTATION
CONTROL DETAILS
0 1" 2° FILENAME OOC-05.dwg SHEET c
00119
SCALE AS NOTED OO` -0`�

HDR Engineering, Inc.
of the Carolinas
440 S. Church St. Suite 1000
Charlotte, NC 28202-2075
704.338.6700
N.C.B.E.L.S. License Number F-0116
A 03/2021 ISSUED FOR APPROVAL
ISSUE DATE DESCRIPTION
PROJECT MANAGER M. PLUMMER, P.E.
DESIGNED BY T. YANOSCHAK, P.E.
DRAWN BY D. DIXON
CHECKED BY
PROJECT NUMBER 1 10021146-014
11 Oro rotor, op
�N CgR0••"
00
SEAS
COLON MINE SITE
MINE PERMIT MODIFICATION
SANFORD, NC
SEDIMENT BASIN DETAILS
0 1" 2-, FILENAME OOC-06.dwg
00119
SCALE AS NOTED
SHEET
OOC-06