20220124_ADI_Response

i4mg:ia
ENGP G
ixxovnnvE wAsn: sownoxs
RFCFIVED
January 19, 2022
VIA Fed Ex DELIVERY
JAN242022
LAND QUALITY
MINING PROGRAM
Mr. Adam Parr, P.E.
Assistant State Mining Engineer
NCDEQ, Division of Energy, Mineral, and Land Resources
Department of Environmental Quality
1612 Mail Service Center
Raleigh, North Carolina 27699-1612
RE: Hood Creek Soils Co., LLC — Response to July 21, 2021 letter
Mr. Parr,
ORIGINAL
HNA Engineering, PLLC is submitting this letter on behalf of the Hood Creek Soils Co., LLC, as a
follow-up to the comments received from your office, dated July 21, 2021. Your comments are
listed below with our corresponding response directly below each.
1. Please clearly indicate and label on the map the mine permit boundary. This mine
permit boundary also needs to match the requested permitted acreage on pg. 1 of the
mine permit application.
The mine permit boundary is outlined as the orange, dashed line, labelled as Limits
of Disturbance (LOD). We have added to the legend, Limits of Disturbance & Mine
permit boundary. We also adjusted the mine permit boundary to include the new
facility entrancelaccess from Hoods Creek Road and reduced the overall footprint
to avoid any impacts to the blue line stream, identified by Caldwell County's GIS
system.
2. Please clarify the acreage request between permitted acres and affected acres.
The total property is approximately 84 acres. The area that we are seeking a mine
permit for has been reduced from the previously requested 25.1 acres to 24.0
acres, as shown within the orange, dashed line limits. The affected acres would be
within, and the same as, the mine permit limits.
205 Walnut Street, Statesville, NC 28677 P: 704.464.6800

HN
E0
NGINEERING
PLLG
INNOVATIVE WASTE SOLUTIONS
3. Please clearly indicate and label on the mine map the buffer to the mine permit
boundary.
The 25-foot property buffer, 50-foot stream buffer and 300-foot structure buffer are
all shown on the maps. We have added some additional notes to clarify these
better. Our intent with this mining operation was not to maximize the use of the
entire property but to provide sufficient, undisturbed buffers from any residences
(north and east side) and to have any disturbed areas and the associated
stormwater flowing to the south and west where we could manage stormwater in a
more effective manner. The mine permit boundary has greater than the minimum
buffer required on all sides.
4. Please clearly indicate and label on the mine map the location of the fuel tanks as
identified in the mine permit application.
We anticipate having (1) one, 500-gallon diesel fuel tank on -site that will be
relocated as the operation moves to new areas. We have added the proposed,
initial location to Sheet 5 of 12, at the upper most point of the main access road and
the proposed final location to Sheet 7 of 12, in the main operating area. The initial
fuel tank location may start lower on the site, depending on accessibility, and will
eventually be moved to the locations as shown.
5. Please provide calculations for Erosion and Sediment Control (E&SC) measures. These
calculations should provide information on basins, traps, ditch lines, pipes, conveyance
systems, etc. for each drainage area.
Calculations have been updated and provided for each E&S measure and are
attached to this letter. Our revised plan includes (4) sediment basins, (10)
stormwater conveyance channels, (5) culverts, sediment fence and diversion
berms. These features will be installed as the mining area moves into different
areas and prior to disturbance within those areas. Sediment Basin 1 (SB-1) is
existing from the previous land disturbance operation and will be upgraded to meet
the sizing requirements when disturbance activities occur in that drainage area.
The outfall discharge for this existing basin may also require additional upgrades
and is believed to be using the roadside ditch for drainage currently.
Hood Creek Soils Co.
July 21 Letter Responses January 19, 2022

L
HN
ENG/NEER/NG
PLLC
INNOVATIVE WASTE SOLUTIONS
6. Please show all E&SC measures on the mine map including diversion ditrches to direct
surface flow to basins.
E&SC features are shown in detail on Sheet 5 of 12, along with Tables for each
feature. Diversion berms have been added and labelled near each of the (4)
sediment basins. Culverts have also been added to direct flows under the access
roads and into these basins.
7. Please provide construction drawings and maintenance requirements for all E&SC
measures including but not limited to silt fence, construction entrance, stilling basins,
energy dissipators, etc.
Construction details and maintenance requirements are shown on Sheets 11 and
12 with seeding schedule on Sheet 10.
8. Please provide a reclamation map that clearly shows the post mining use of the site.
This map should reflect contours at the site post mining. Items in section D of the mine
permit application in italics should also be included on the reclamation map.
The Reclamation Map shown on Sheet 9 has been revised for reforestation as the
primary reclamation activity and includes the proposed final grade contours. Plans
for hiking/biking trails may be added at a later date if the City of Lenoir or Caldwell
County are interested in developing additional park areas. At this time our
reclamation plans are to return the site to a natural state by reforestation and
establishing native vegetation in areas that have been disturbed.
9. Please provide construction detail for the hiking trail shown on the reclamation map.
This would include E&SC measures, stabilization, etc.
The hiking trail has been eliminated at this time.
10. Please provide cross sections of excavations and cross sections of reclamation area.
Cross sections are included on Sheet 8 of 12.
Hood Creek Soils Co.
July 21 Letter Responses January 19, 2022

HN
ENGINEERING
PLLC
INNOVATIVE WASTE SOLUTIONS
11. Please provide proof of application for the NCG02 permit.
The NOI for this permit has been prepared and submitted on January 19, 2022. The
application forms for the NOI are included as proof with this submittal package.
12. Please clearly indicate and label on the mine map the road access from Bryant Road.
Road access onto Bryant Road has been blocked and will no longer be used for
access. The new facility entrance will be on Hoods Creek Road as permitted by the
NCDOT #D112-014-21-00002. The former access road onto Bryant Road has been
added to Sheet 3 of 12 for reference only.
13. Please clarify the use of explosives at this site. It was indicated that the materials mined
are soil and rock, specifically clay liner for a nearby landfill with a proposed depth of 20
feet.
We have included a sample blasting plan, for blasting of rock to achieve the
proposed base grades and to produce rock materials for use on and off -site. To
simplify the overall grading design plans, we have shown final base grades at
approximate Elevation 1160 with 2:1 maximum slopes on the north, west and east
sides. Our plan remains the same for the primary purpose of mining the site for
clay liner materials. The 20-foot depth is approximate and will follow existing
grades on a maximum 2:1 slope. Total estimated depth from original grade to
design bottom elevation will be approximately 75-feet. There will be no "pit'
created as part of this mining operation.
14. Please provide a proposed estimated life of the mine as seen on pg. 4 and pg. 14 of the
mine permit application. This estimate is used for calculating the reclamation surety.
We are estimating the removal of 300,000 cubic yards of material annually and have
estimated the volume of material to be removed from within the Mining Permit
Limits to be a total of 1,200,000 cubic yards. This would equate to approximately 4
years of full scale, daily operations. Our timing for construction projects will be
primarily driven by the construction events at the nearby landfill which we
anticipate will be every 2 to 3 years. Active life of this facility is anticipated to be
approximately 8-12 years based on the off -site landfill requirements for soils.
Hood Creek Soils Co.
July 21 Letter Responses January 19, 2022

HN
ENGINEERING
PUC
INNOVATIVE WASTE SOLUTIONS
15. Basin 2 in Area 4 appears that it may be located on top of a blueline stream according to
Caldwell County GIS. Impact to a blueline stream would require 401/404 certification.
Please provide a delineationor Jurisdictional Determination to clarify whether this basin
will impact a blue line stream.
We have added this blueline stream to our drawings from the Caldwell County GIS
and have adjusted the limits of disturbance to avoid any impacts to this stream. We
will contract a wetland/stream consultant to verify and confirm any
streams/wetlands located on the property and within our proposed mining limits of
disturbance prior to operations within each Drainage Area. Basin 2 is now labelled
Sediment Basin 4 and has been moved to the east of this stream location and
outside of the 50-foot stream buffer limits.
We appreciate your time in reviewing and commenting oo these documents and if you have any
questions or require additional information, please let us know. We look forward to working with
you on completing this permitting project.
Sincerely,
�44 ' --I--
Raymond Hoffman, P. .
President — HNA Engineering, PLLC
Cc: Dan Wall — Hood Creek Soils Co., LLC
Chris Anderson — Hood Creek Soils Co., LLC
Hood Creek Soils Co.
July 21 Letter Responses January 19, 2022

L�o,�� �d�� ��W�'�� `'����,4 �°�s�n��

m

NORTH CAROLINA
MINING PERMIT APPLICATION
` ve,A Cre-e-k So' ;`s
— Rev, s e A Jw.. zozZ
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

NOTE:
It is recommended that you contact the appropriate
Regional Office (see Regional Office listing in the back of this
booklet) or the Raleigh Central Office for a
PRE -APPLICATION MEETING
to discuss your intentions and address any questions.

MINING PERMIT APPLICATION REVIEW
PROCESS FLOWCHART
BEGINNING OF PROCESS
Application received by
State Mining Specialist
Applicant issues
Public Notice
Application assigned to
Assistant State Mining Specialist
Assistant State Mining Specialist/Program Secretary
routes application for review and comment
- U.S. Fish & Wildlife Service
- N. C. Geological Survey
- Wildlife Resources Commission
- Division of Water Resources
- Division of Archives & History
- Division of Parks & Recreation
- Others as appropriate
*All application review comments forwarded to
Assistant State Mining Specialist
Is application complete?
If "YES", Assistant State Mining
Specialist drafts the proposed
permit action
- Regional Office
- Division of Air Quality
- Division of Water Resources
.....................................
Review Public Comments;
Public Hearing Possible
If "NO", Assistant State Mining
Specialist drafts a letter requesting
additional information from applicant
Additional information from applicant
received and routed to/reviewed by
Assistant State Mining Specialist and
Regional Office Staff
(go to *)

Application & proposed permit action
reviewed by State Mining Specialist
Is application &
proposed permit action
complete/acceptable??
If "Yes", the following permit actions
are issued by the State Mining Specialist:
- Draft Permits
- Permit Transfers/Name Changes
- Bond Substitutions/Cancellations
- Permit Releases
- High Airblast Remediation Plans
- Non -controversial New Permits
- - Small, Non -controversial Modifications
END OF PROCESS
If "YES", application & proposed
permit action forwarded to and
reviewed by Division Director
Is application &
proposed permit action
complete/acceptable??
If "YES", the proposed permit action is
issued by the Division Director
E:END OF PROCESS
If "No", application & proposed
permit action returned to Assistant
State Mining Specialist for revision
(go to *)
For other permit actions, if "Yes",
application & proposed permit action
forwarded to and reviewed by Mining
Specialist
Is application &
proposed permit action
complete/ acceptable??
If "NO", application & proposed permit
action returned to State Mining Specialist/
Assistant State Mining Specialist for revision
(go to *)
If "NO", application & proposed permit
action returned to Section ChieflState Mining
Specialist for revision
(go to *)

APPLICATION FOR A MINING PERMIT
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
APPLICATION FOR A MINING PERMIT
(PLEASE PRINT OR TYPE)
1. Name of Mine Hood Creek Soils County: Caldwell
River Basin: Catawba
Latitude (decimal degrees to four places) 35.9208
Longitude (decimal degrees to four places) 81.5736
2. Name of Applicant* Hood Creek Soils Company, LLC
3. Permanent address for receipt of official mail** 205 Walnut Street, Statesville, NC 28677
Telephone [phone] Alternate No. [phone]
4. Mine Office Address 205 Walnut Street, Statesville, NC 28677
Telephone [phone]
5. Mine Manager Raymond Hoffman
6. E-mail Address: [e-mail]
I certify that all details contained in this Permit Application are true and correct to the best of our
knowledge. We fully understand that any willful misrepresentation of facts will be cause for permit
revocation.
* * * Signature Date January 19, 2022
Print Name Raymond Hoffman
Title Member, Mine Manager
* 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:
//
0
❑�
If this is an a,pplication 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): 24.0
Of this acreage, how much is owned and how much is leased? Acres owned: 24.0
Acres leased: Property owner if leased:
If this is an application for a MODIFICATION to a mining permit,
number and the total (overall) acreage covered by the existing permit.
Mining Permit No.: Total permitted acreage:
indicate the mining permit
Does the modification involve acreage within the previously 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):
Does the modification involve acreage outside the previously approved permitted boundary?
Yes ❑ No F. 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 ACTIONS) AND CORRESPONDING ACREAGE NOTED
ABOVE
2. Name of all materials mined: Soils and rock
3. Mining method:
Hydraulic Dredge
Dragline & Truck
Other (explain):
Front-end Loader & Truck ® Shovel & Truck
Self -loading Scraper
4. a. Expected maximum depth of mine (feet) 20 feet -- 75 ft
Depth is relative to what benchmark? (e.g., natural ground level, mean sea level, road elevation, etc.)
original ground elevations
b. Expected average depth of mine (feet) 20 feet (following original wrade)
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? Approx. 2017 by previous property owner's
contractor
-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 the Mining Operation
B. MAPS
Clearly mark and label the location ofyour mining operation on six (6) copies of 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, 5s' Floor
Raleigh, North Carolina 27699-1612 Raleigh, North Carolina 27604
[phone]
htti):HDortal.ncdenr.ore/web/Ir/eeolosical 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]
htty://www.ncdot.org/it/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)
-5-

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
musing operation that is proposed to be affected/disturbed during the life of the mining permit. A table/chart
similar to the following will be acceptable:
CATEGORY
AFFECTED ACREAGE
Tailings/Sediment Ponds
0.67
Stockpiles
0.0
Wastepiles
0.0
Processing Area/Haul Roads
2.17
Mine Excavation
24.0
Other (Explain)
Total Disturbed Acreage
24.0
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
1. 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.
Test pits will be excavated and soil samples collected to locate pockets of clay liner material. Surveyor will stake
out limits of disturbance for Areas 1, 2, 3 and 4 and locations for sediment fence, sediment basins and storm
conveyance channels. Erosion control measures will be installed with sediment fence first then initial sediment
basin/traps for area(s) to be disturbed. Sediment fence will be placed outside of the stream buffer and will also be
placed around and closer to the disturbance area. Clay materials will be our main product for use in landfill cell
liner construction projects (off -site). Topsoil will be temporarily stockpiled near the excavated areas and will be
spread to encourage vegetation establishment. A temporary stockpile location is shown on Sheet 5 of 12 at the
northern limits of excavation.
Limits of disturbance are well within the property buffers and have also been set for the 300-ft buffer for off -site
structures. Only two (2) off -site structures meet the 300-foot buffer criteria as shown on Sheet 3 of 12.
Access driveway permit #D 1-12-014-21-00002, received from NCDOT, May 2021, will be the main point of access
onto Hoods Creek Road with interior access roads to the top deck area to be graded in. Road fabric and stone
topping will be placed in areas with regular truck traffic. Driveway area will be concrete paved up to 50-ft into the
property. A second road will be graded in, approximately halfway up the slope, elevation 1160, and will have side
ditches to convey stormwater into any of the (4) sediment basins. Additional roads may be required to access areas
with clay as they are found. A parking area and office location will be established near this entrance as shown on
Sheet 5. This work will be completed first to help get trucks and other equipment into the site.
Disturbed areas will be limited to less than 5-acres at a time and will be vegetated when soil removal operations are
complete. Some excavations may be used as temporary sediment traps or will remain as part of the overall
reclamation plan for reforestation. Stockpiled topsoil will be distributed to support vegetative growth.
Area 1 was excavated by the previous property owner. Entire areas 1-4 were timbered by previous owner also.
Our operation will be 'n excavation within Areas 2 and 3 and by constructing the main access road to the top of
the hill. Construction of sediment basin #2/outfall 2 to be established at base of the drainage areas 2 and 3.
Additional sediment traps will be created closer to each borrow location (as part of the clay soil removal process).
Topsoil will be stripped and stockpiled with sediment fence placed around the perimeter. Bermed channels and
sediment traps will be constructed close to the disturbed areas to prevent stormwater from running across disturbed
areas and to guide water that passes over the disturbed area to down -drain pipes and into the sediment basin prior to
discharge (not shown on the drawings). The main access and side access road will have stormwater conveyance
channels on both sides to convey any stormwater to one of the constructed sediment basins. Clay soils will be
excavated down to bedrock (approximately 10-15 feet) and stockpiled or direct hauled off -site. Excavated pits will
be graded with 3 :1 or 4:1 slopes with the lowest elevation end to be kept open to allow drainage. Structural fill soils
will be stockpiled for removal from the site. Rock will also be produced as part of this operation to maintain grades
and for off -site and on -site projects. Topsoil will be spread, over disturbed areas to promote re-establishing
vegetation. Likely 1-5 years to complete soil excavations within this Area.
Area 4 will be next and will be developed in the same method as Areas 2 and 3 described above.
Area 1, likely has had all of its' clay soil material removed by the previous property owner. Further investigation
into this area will be necessary. Currently this area is vegetated and has a sediment trap and berms in place.
arm

APPLICATION FOR A MILTING PERMIT
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.
Sediment fence will be installed on the Northern edge of the Greasy Creek, 50-ft stream buffer and around identified
areas where clay deposits are identified within Areas 1-4 that will be excavated first. Stockpile areas will also be
surrounded with sediment fence and will be temporarily vegetated when soil excavation is complete. We do not
intend to build large stockpiles of materials and will move clay and structural fill materials off -site as needed or
required by the off -site landfill facility.
Drainage ditches along the interior mine roads will direct flows to 1 of 4 sediment basins. One sediment basin has
been designed for each of the 4 drainage areas to be disturbed. Additional sediment traps may be constructed closer
to the disturbance areas and excavated clay pit areas may be utilized as traps for convenience and as an additional
layer of protection (BMP).
Weekly inspections of E&S controls will occur with documentation and after every 0.5" rain event. Onsite
equipment will be able to clean out accumulated sediments from ditches, traps and basins as needed.
Vegetation will be re-established immediately after final excavation and replacement of topsoil is finished. If an
area has not reached final grade but will not see additional activity within a 30-day period, the area will be stabilized
using a temporary grass mix and blown straw or single -net matting.
Access roads will have water berms installed as needed, or will be graded to direct water from the road and into the
adjacent stormwater conveyance channel. Roadside channels will have rock check dams added every 50-ft to slow
the velocity of water.
3. a. Will the operation involve washing the material mined, recycling process water, or other wastewater
handling? Yes ❑ No ®. If yes, briefly describe all such processes including any chemicals to be used.
b. Will the operation involve discharging fresh or wastewater from the mine or plant as a point discharge to
the waters of the State? Yes ❑ No E. Ifyes, briefly describe the nature of the discharge and locate
all proposed discharge points (along with their method of stabilization) on your mine map(s).
c. Will any part of the proposed mine excavation(s) extend below the water table? Yes ❑ No ®.
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: . 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.
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.
4. a. Will the operation involve crushing or any other air contaminant emissions? Yes ® No ❑.
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.
WE

APPLICATION FOR A MINING PERMIT
Portable rock crushing plants that are used part time are exempt from NCDAQ permits. Crushing will
be performed on a limited basis using a portable crusher. The portable crusher will be onsite fewer than
12 months per year, will crush less than 300,000 tons and will use less than 17,000 gallons of diesel
fuel.
b. How will dust from stockpiles, haul roads, etc., be controlled?
A water truck will be used to keep the roads wetted. Stockpiles will be vegetated if not planned for
removal from the site within 30 days. Roads will be topped with fabric and gravel to reduce dust and
onsite speed limits will be limited to less than 15 mph.
5. a. A buffer will be required between any mining activity and any mining permit boundary or right-of-
wa . It may be an unexcavated buffer (no excavation, but roadways, berms and erosion &
se imentation 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).
We will maintain a minimum 25-ft buffer. In most locations it will be greater as shown on the mine
map.
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.
We will maintain an undisturbed minimum, 50-ft buffer between disturbed areas and Greasy Creek
and the unnamed tributary shown by Caldwell Counties GIS.
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).
We will maintain a minimum 50-ft buffer to any streams or wetlands on the property as shown on
Sheet 5 of 12.
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.
We will maintain 2:1 maximum outside slopes. We will mine clay soils from the site and will likely
reach top of bedrock in most places. Slopes from excavated pits will also be graded to no more than
a 2:1 slope for accessibility and safety.
b. Provide a cross-section on the mine maps) for all fill slopes (berms, wastepiles, overburden
disposal areas, etc), clearly indicating the intended side slope gradient, installation of any benches
and/or slope drains (with supporting design information) if needed, and the method of final
stabilization.
We do not anticipate having any fill slopes other than some topsoil stockpiles. Slopes will be less
than 2:1 and will be vegetated. Cross -sections were added to the proposed final contour drawing,
Sheet 8 of 12.

APPLICATION FOR A MINING PERMIT
c. In excavation(s) of unconsolidated (non -rock) materials, s ecify the angle of all cut slopes including
specifications for benching and sloping. Cross-sections7or all cut slopes must be provided on the
mine map(s).
All slopes in soils will be no greater than 2:1. The design proposes a main, final grade, base
elevation of 1160 with the southern face to remain open and natural down to Hoods Creek Road. In
the event that benches are required, we will make these 1.5 times the width of the excavator and no
more than 15-ft in height.
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.
Any hardrock excavations will be drilled and blasted to achieve the design grade with the proposed
bottom elevation being around 1160. Any benching that may be required would be 1.5 times the
width of the excavator and no more than 15-ft in vertical height. Should an access road be
developed in a hardrock excavation, the road width would be a minimum of 28-feet wide with a
maximum slope of 8%.
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.
No neighboring property structures are within 300 feet of our planned excavations as shown on Sheet 3 of
12.
8. Describe what kind of barricade will be used to prevent inadvertent public access along any high wall area
and when it will be implemented. Vegetated earthen berms, appropriate fencing and adequate boulder
barriers may be accege
table high wall barricades. A construction detail/cross-section and location of each
type of barricade to used must be indicated on the mine map(s).
We do not anticipate having any high wall areas and will keep our slopes to no more than a 2:1 slope. Areas
above any 2:1 or greater slopes will have fencing installed with warning signs posted every 25-feet.
Boulders and/or cut trees may also be used to prevent access to these areas. The main access road has been
designed to follow natural grade to the top elevations of the mine and will act as a barrier into the area that
will have 2:1 slopes.
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 maps) and provide cross -
sections through all proposed berms or proposed spacing, sizes and species for tree plantings.
Initial operations will begin at the highest point on the property and will be open to view from Hoods
Creek Road and possibly Cheraw Road. Large trees and other shrubbery exist alongside of Hoods
Creek Road and will effectively screen most of the operation April thru October. Additional screening
efforts, new trees and shrubbery plantings, will be done along Hoods Creek Road and will comply with
local zoning standards for the City of Lenoir ETJ and Caldwell County. Select pruning and removal of
trees along Hoods Creek Road may be required prior to installation of new plantings. Some slope work
may also be required to better stabilize roadside banks on the south end of Areas 1 and 2.
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?
There are no known publicly owned parks, forest, or recreation areas nearby and therefore, no impacts to

APPLICATION FOR A MINING PERMIT
these features from our proposed operation.
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.
Fracture explosives will be used. Specific types are unknown at this time. Specialty, licensed contractors
will be used for any drilling and blasting operation. A site specific and Area specific blasting plan will be
developed for approval prior to any blasting event. Vibration monitoring will be conducted for each blast
and adjustments made accordingly. Seismographs can be used at the property boundary to measure any
ground disturbances. The two closest structures to the mining area are outside of the 300-ft buffer.
An example Blasting Plan, created by Carolina Drilling, Inc. is being included. This plan was used at a
nearby location with similar geologic properties.
12. Will fuel tanks, solvents, or other chemical reagents be stored on -site? Yes ® No ❑.
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).
We will have a 500-gallon, portable, diesel fuel tank onsite that will have an earthen berm installed around it
with a geomembrane liner installed inside the berm. This fuel tank and berm set-up will be moved based on
the current operating area and accessibility for a delivery fuel truck to reach. The proposed location has
been added to Sheets 5 and 7.
D. RECLAMATION PLAN
1. Describe your intended plan for the final reclamation and subsequent use of all affected lands and indicate
the sequence and general methods to be used in reclaiming this land. This must include the method of
reclamation of settling ponds and/or sediment control basins and the method of restoration or establishment
of any permanent drainage channels to a condition minimizing erosion, sedimentation 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.
This property will be reclaimed as a forested area. Upon completion of excavating materials from each area,
slopes will be graded to 2:1 or flatter, topsoil will be placed and graded, with trees and other native plants to
be planted. Walking and mountain bike trails may be included as part of the reclamation if the City of
Lenoir, Caldwell County or the Community has an interest.
Sediment basins will be decommissioned by removing the outfall riser structure and discharge pipe along
with grading out any berms that may retain water. Any permanent stormwater channels will be graded to
blend in with existing contours. Permanent vegetation will be established for each location and erosion
control blankets will be used. Stone and fabric used for the access roads will be removed and the access
road will be seeded or planted with trees to prevent future vehicle traffic into the site.
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.
-11-

APPLICATION FOR A MILTING PERMIT
Excavated areas deeper than 4-feet may be left as part of the site's reclamation plan. Sediment basins may
have outfall risers and piping removed and be allowed to retain water for wildlife purposes.
Will the body(s) of water be stocked with fish? Yes ❑ No ®.
If yes, specify species.
3. Describe provisions for safety to persons and to adjoining property in all completed excavations in rock
including what kind of permanent barricade will be left. Acceptable permanent barricades are appropriate
fencing, large boulders placed end -to -end, etc. Construction details and locations of all permanent
barricades must be shown on the reclamation map.
Any excavations in rock will have the exterior or interior walls graded to a maximum slope of 2:1. Areas
above these locations will have boulders, fencing or other type of barricade installed with warning signs
every 25-feet. If permanent fencing is installed, it will be placed in areas that have a greater than 2:1 slope.
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.
Any overburden, spoil banks or other mine waste, though not anticipated, will be graded out to blend with
the site's existing topography or used to create the 2:1 slopes as needed. Overburden materials consisting of
topsoil, clay soil and structural fill soil are all considered useful, saleable products. Mine waste, such as old
equipment will be removed and sold for scrap.
5. a. Describe reclamation of processing facilities, stockpile areas, and on -site roadways.
Any processing facilities will be dismantled and removed from the site. Stockpile areas will be graded to
blend with existing contours or to create 2:1 or 3:1 slopes as needed. On -site roadways will be stripped of
stone and road fabric and graded to blend with surrounding contours. Water berms may be installed to direct
water off the road.
b. Will any on -site roadways be left as part of the reclamation? Yes ❑ No N.
If yes, identify such roadways on the reclamation map and provide details on permanent road and ditch
line stabilization.
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 maps) and reclamation map, along with a list of items to be disposed in said areas.
Any scrap metal, junk machinery or other metals will be sent off -site for recycling. Other waste
materials will be removed for disposal at the nearby, off -site landfill.
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;
-12-

APPLICATION FOR A MINING PERMIT
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): Rates will be based on soil test results that will be
collected and analyzed at different locations within the disturbed areas. NCDEQ recommends 2,000
lbs/acre.
FERTILIZER - ANALYSIS AND RATE OF APPLICATION (pounds/acre): Rates will be based on
soil test results that will be collected and analyzed at different locations within the disturbed areas.
NCDEQ recommends 10-10-10 at 750 lbs/acre.
SEED - TYPE(S) AND RATE(S) OF APPLICATION INCLUDING YEAR-ROUND SEEDING
SCHEDULE (pounds/acre): [NOTE: Include Legumes]
Seed Types:
Temps
Rye Grain
Kobe Lespedeza
German Millet/Sudan Grass
Permanents
(Nurse crop)
Rye Grain/German Millet
(Primary Native)
SwitchgrassBluestem/Sweet
Deertongue/Indian woodaots
Seeding Dates: Seeding Rates:
Jan 1-May 1/Aug 15 Dec 30 120 lbs/acre
January 1— May 1 50 lbs/acre
May 1 — August 15 40-50 lbs/acre
Anytime 40/ 10 lbs/acre
Woodreed December — April 2.5/5.0/1.5 lbs/acre
February — October 1.5/4.0 lbs/acre
Based on NCDEQ's Erosion and Sediment Control Manual for Seeding Schedule. Alternate seed blends
may be used based on supply and recommendations from Green Resources in Charlotte.
MULCH - TYPE AND RATE OF APPLICATION (pounds/acre) AND METHOD OF ANCHORING:
4,000 lbs/acre straw anchored by tacking with asphalt, netting or mulch anchoring tool. Rates may vary
depending on conditions.
OTHER VEGETATIVE COVERS — TYPE (S) AND RATE (S) OF APPLICATION INCLUDING
SEEDING SCHEDULE (pounds/acre, trees/acre, spacing of trees/shrubs, etc): Trees and native
shrubbery will be planted in addition to the grass blends with spacing dependent on the type of tree and/or
shrub selected. Licensed forestry managers will be utilized to help with the selection and planting.
—13—

APPLICATION FOR A MINING PERMIT
Revegetation and/or reforestation plan approved by:
Signature Date
Print Name
Title
Agency
-14-

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 mining permit. Please insert the approximate acreage, ,for each
aspect ofthe mining operation. that you intend to affect during the life ofthis mining nermit din addition. nlease
insert the appropriate reclamation costlacre Jor each category from the );clieaule of Aectamation costs
provided with this application formes you can defer to the Department to calculate your bond for you based
AFFECTED
RECLAMATION
RECLAMATION
CATEGORY
ACREAGE
COST/ACRE*
COST
Tailings/Sediment Ponds:
.67 Ac.
X
$
1,000 /Ac.
_ $ 670.00
Stockpiles:
0 Ac.
X
$
1,800 /Ac.
_ $ 0.00
Wastepiles:
0 Ac.
X
$
/Ac.
_ $
Processing Area/Haul Roads:
2.17 Ac.
X
$
1,800 /Ac.
_ $ 3,906.00
Mine Excavation:
24.0 Ac.
X
$
500 /Ac.
_ $ 12,000.00
Other:
Ac.
X
$
/Ac.
_ $
TOTAL AFFECTED AC.:
24.0 Ac.
(TOTAL PERMITTED AC.:
24.0 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 0 Ac.
b) Positive Drainage 24.0 Ac. X $1,500.00 = $ 36,000.00
SUBTOTAL COST: $ 52,576.00
Inflation Factor:
0.02 X SUBTOTAL COST: $ 1051.52 X Permit Life Provided by Applicant (Life of the Mining Operation
or Life of Lease from Public Entity (20 Years)):$21,030.40
INFLATION COST: $ 21,030.40
Total Reclamation Bond Cost: $ 73,600.00
(round down to the nearest $100.00)
(NOTE: The reclamation bond cannot exceed $1 million per GS 74-54)
-15-

Nl�liT V ZonO P�1-✓�.,1 Y�-p� I �Cu�,�n

FOR AGENCY USE ONLY
NCG02
Assigned to:
ARO FRO MRO RRO WARO WIRO WSRO
Division of Energy, Mineral, and Land Resources Land Quality Section
National Pollutant Discharge Elimination System
NCG020000 Notice of Intent
This General Permit covers STORMWATER AND/OR WASTEWATER DISCHARGES associated with activities under
SIC (Standard Industrial Classification) Code 14 [Mineral Mining industry] except for: peat mining, coal mining,
metal mining, oil and gas extraction, tourist gem mines, NCDOT borrow pits, in -stream sand mining, and
discharges from mining operations which are intermixed on site with stormwater from concrete operations. You
can find information on the DEMLR Stormwater Program at deq. nc.gov/SW.
Directions: Print or type all entries on this application. Send the original, signed application with all required
items listed in Item (9) below to: NCDEMLR Stormwater Program,1612 MSC, Raleigh, NC 27699-1612. The
submission of this application does not guarantee coverage under the General Permit. Prior to coverage under
this General Permit a site inspection will be conducted.
1. Owner/Operator (to whom all permit correspondence will be mailed):
Name of legal organizational entity:
Legally responsible person as signed in Item (10) below:
C
Q n
Street address:
City:
State:
Zip Code:
D 1
Nrlto
Telephone number:
Email address:
q Q- 14101_ t AMY
ifl
Type of Ownership:
Government
❑County ❑Federal ❑Municipal ❑State
Nan -government
bg Business (If ownership is business, a copy of NCSOS report must be included with this application)
❑Individual
2. Industrial Facility (facility being permitted):
Facility name:
H
Facility environmental conta t:
t
o
Street address:
City: State:
Zip Code:
1 5 IS 1
i t
a 45
Parcel Identification Number (PIN)
County:
a
Telephone number:
Email address:
i Oq •
iiM C M
Latitude of entrance:
Longitude of entrance:
15- qlDb
.5
4-digit SIC code:
Facility is:
Date operation is to begin or began:
'} kk CA,
❑ New MProposed ❑ Existing
Types of minerals mined at this facility:
pl Clay ❑ Feldspar Ore ❑ Lithium Ore ❑ Phosphate ❑ Industrial Sand
❑ Other:
Page 1 of 10

Is this a processing -only facility for materials mined elsewhere?
Is this an inactive mine site?
Yes _ _
©Yes
No
in No
Does total area of this mine site include ready -mixed concrete plant and/or asphalt plant areas?
®Yes, and has separate NPDES stormwater permits (provide permit numbers):
0 Yes, and does not have separate NPDES stormwater permits
No
Does this facility already have a valid Mining Permit from DEMLR's Land Quality Section?
® Yes (please provide the Mining Permit Number)
No (please indicate the status of the Mining Permit application)
Are you applying for a discharge permit in the same location as a previously permitted mine?
►Yes (please provide permit number and mine name)
No
If the stormwater discharges to a municipal separate storm sewer system (MS4), name the operator of the MS4:
V N/A
3. Consultant (if applicable):
4.
Name of consultant:
Consulting firm:
Street dress:
0 5 a h -Vv {-
City:
S �ake5\1A 1 P-
S to Zip Code
Nc 1411-
Telephone n
tuber:
Email address:
a
- [o -
hln -
Butters
Mining operation will precede development activities atthis site:
Yes
Mine is located within one of the 20 Coastal Counties, and will it add more than 10,000 ft2 of impervious surface:
El Yes (to both)
© No, this mine is within one of the 20 Coastal Counties, but will not at more than 10,000 ft2 of impervious surface
No, this mine is not within one of the 20 Coastal Counties
Mine is in the Neuse, Tar -Pamlico, or Catawba River Raging- OR in the Randleman or Jordan Water supply Watersheds?
DO Yes (specify size of stream buffers) Sfk.
ll No
S. Mine Dewatering
Mine dewatering will occur at this site:
®Yes IN No (mark N/A for the rest of this section)
Mine dewatering from this facility will be discharged to:
©Surface Waters and/or Wetlands
©Other (specify)
Mine will not discharge dewatering to Surface Waters and/or Wetlands; specify how dewatering will occur and where
water will be directed:
®N/A
Wetlands and/or Surface Waters are within 400' of the mine pit perimeter:
404/401 Certification permits required:
©Yes (specify distance)
©Yes (briefly describe)
No
No
00 N/A
N/A
Have you been required to obtain a wetland delineation certified by the US Army Corps of Engineers?
[3Yes (please attach to this application) R]No
Page 2 of 10

6. -Wastewater Treatment
Will this facility wash mined materials?
DYes MNo
Will discharges of process wastewater treatment systems occur (including possible recycle system overflows)
DYes (please describe)
On No
Will this facility employ chemical additives to flocculate suspended solids?
E3 Yes (specify name/manufacturer/quantity of daily use)
M No
Note: please visit: https:/, files.nc.gov/ncdeg/Water+Duality/Environmental+Sciences/ATU/PAM8 30 18.pdf for list of
approved PAMS
Will any of the wastewater treatment facilities at this mine overflow only during rainfall events that exceed the 10-yr, 24-hr
rainfall event?
ElYes (specify which systems)
No
Are wastewater treatment facilities (including recycle systems) planned in the 100-year flood plain?
Dyes M No
Wastewater Treatment Alternative Review as required by 15A NCAC 2H.0105(c)(2)
Types of wastewater this mine site will discharge: ❑ Mine Dewatering ❑ Process Wastewater
Types of wastewater considered for this alternative review: ❑ Mine Dewatering ❑ Process Wastewater
Are there existing sewer lines within a one -mile radius?
10 Yes
❑ Wastewater treatment plant will accept wastewater
0 Is feasible to connect (explain)
00 Is not feasible to connect (explain)
Wastewater treatment plant will not accept wastewater (please attach letter documenting this)
E3 No
Are you already proposing a closed -loop recycle system (CLRS) that meets design requirements of 15A NCAC 2T .10000?
DYes, for dewatering
ElYes, for process wastewater
©Yes, for both
0 No, this option is technologically feasible (explain)
No, this option is not technologically feasible (explain)
E3 No, this option is otherwise feasible (explain)
ONo, this option is otherwise not feasible (explain)
What is the feasibility of building a CLRS compared to direct surface water discharge?
Page 3 of 10

Surface or Subsurface Disposal System
A surface or subsurface disposal system is technologically feasible (explain)
0 A surface or subsurface disposal system is not technologically feasible (explain)
I� A surface or subsurface disposal system is otherwise feasible to implement (explain)
A surface of subsurface disposal system is not otherwise feasible to implement (explain)
What is the feasibility of employing a subsurface of surface discharge as compared to a direct discharge to surface waters?
Direct Discharge to surface waters is the most environmentally sound alternative to all reasonably cost-effective options
for the wastewaters being considered?
If this review included all wastewater discharge types, would excluding some types make any of the above non -discharge
options feasible for some the wastewaters?
0 Yes
7. Outfalls(s) At least one outfall is required to be eligible for coverage.
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is impaired.
—1
Or Y ms
13 This watershed has a TMDL.
Discharge from this outfall is from:
F Stormwater ❑ Mine Dewatering ❑ Process Wastewater
7Q10 Flow of receiving waterbody (if discharging Mine Dewatering or Process Wastewater to waters classified as HQW,
ORW, Tr, WS-I, WS-II, WS-III, SA, or PNA ): '
Discharge occurs from this outfall:
Only during a rainfall event
E3 Intermittently (indicate how often)
E3 Continuously (indicate flow in CFS)
Latitude
itLongitude
ofoutfal\
Nofoutfall:
qpa
Brief description of the industrial activities that drain to this outfall:
Do Vehicle Maintenance Activities occur in the drainage area of this outfall? IYI Yes E3 No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year? tl,% AlAxn
D qa 1or%s
3-4 digit identifier:
Name of receiving water:
Classificatirion:
❑This water is impaired.
&q-omc,
shed has a TMDL
Discharge from this outfall is from:
Stormwater ❑ Mine Dewatering ❑ Process Wastewater
7Q10 Flow of receiving waterbody (if discharging Mine Dewatering or Process Wastewater to waters classified as HQW,
ORW, Tr, WS-I, WS-II, WS-III, SA, or PNA )!
Discharge occurs from this outtalk
® Only during a rainfall event
Intermittently (indicate how often)
Continuously (indicate flow in CFS)
Latitude of outfall:
°
Longitude of outfall:
55' nq.
w 4` U.W'
Brief description of the industrial activities that drain to this outfall:
f'4\0f\L OPI CMaNADIN
Do Vehicle Maintenance Activities occur in the drainage area of this outfall? KI Yes El No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year? 14% fin.
bugattues
Page 4 of 10

3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is impaired.
cro- -
L -
- - -
-El watershed has a TMDL--
Discharge from this outfall is from:
IW Stormwater ❑ Mine Dewatering ❑ Process Wastewater
7Q10 Flow of receiving waterbody (if discharging Mine Dewatering or Process Wastewater to waters classified as HQW,
ORW, Tr, WS-I, WS-II, WS-III, SA, or PNA ):
Discharge occurs from this outfall:
qJ Only during a rainfall event
E3 Intermittently (indicate how often)
E3 Continuously (indicate flow in CFS)
Latitude of outtall:
N m oq ,t
Longitude of outfall:
u� (° 4t A`S;t
Brief description of the industrial activities that drain to this outfall:
iV\e Ca
Do Vehicle Maintenance Activities occur in the drainage area of this outfall? 90 Yes El No
if yes, how many gallons of new motor all are used each month when averaged over the calendar year? 1,055 -hen
SU ga 11 COS
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is impaired.
V -
❑ This watershed has a TMDL.
Discharge from this outfail is from:
Stormwater ❑ Mine Dewatering ❑ Process Wastewater
7Q10 Flow of receiving waterbody (if discharging Mine Dewatering or Process Wastewater to waters classified as HQW,
ORW, Tr, WS-1, WS-II, WS-III, SA, or PNA ):
Discharge occurs from this outfall:
13Only during a rainfall event
E3 Intermittently (indicate how often)
Continuously (indicate flow in CFS)
Latitude of outfall:
Longitude of outfall:
N3,5o 55' Via•(
10 �` 3k.00`t
Brief description of the industrial activities that drain to this outfall:
Do Vehicle Maintenance Activities occur in the drainage area of this outfali? M Yes ❑ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year? v\
SU
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is impaired.
❑ This watershed has a TMDL
Discharge from this outfall is from:
❑ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
7Q10 Flow of receiving waterbody (if discharging Mine Dewatering or Process Wastewater to waters classified as HQW,
ORW, Tr, WS-I, WS-11, WS-111, SA, or PNA ):
Discharge occurs from this outfall:
El Only during a rainfall event
E3 Intermittently (indicate how often)
❑ Continuously (indicate flow in CFS)
Latitude of outfall:
Longitude of outfall:
Brief description of the industrial activities that drain to this outfall:
Do Vehicle Maintenance Activities occur in the drainage area of this outfall? El Yes E3 No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
All outfalls must be listed and at least one outfall is required. Additional outfalls may be added in the section
"Additional Outfails" found on the last page of this NOL
Page 5 of 10

8. Other Facility Conditions (check all that apply and explain accordingly):
❑ This facility has other NPDES permits. If checked, list the permit numbers for all current NPDES permits: —
❑ This facility has Non -Discharge permits (e.g. recycle permit). If checked, list the permit numbers for all current Non -
Discharge permits:
1A This facility uses best management practices or structural storrnwater control measures.
If checked, briefly describe the practices/measures and show on site diagram:
k' of\A .Maxk FQnte A At %A5,,'n4- 4 1a (Mk%-' '�
❑ his facility has a Stormwater Pollution Prevention Plan (SWPPP).
If checked, please list the date the SWPPP was implemented:
❑ This facility stores hazardous waste in the 100-year floodplain.
If checked, describe how the area is protected from flooding:
❑ This facility is a (mark all that apply)
❑ Hazardous Waste Generation Facility
❑ Hazardous Waste Treatment Facility
❑ Hazardous Waste Storage Facility
❑ Hazardous Waste Disposal Facility
If checked, indicate:
Kilograms of waste generated each month:
Type(s) of waste:
How material is stored:
Where material is stored:
Number of waste shipments per year:
Name of transport/disposal vendor:
Transport/disposal vendor EPA ID:
Vendor address:
❑ This facility is located on a Brownfield or Superfund site
If checked, briefly describe the site conditions:
C9 Facility provides appropriate secondary containment for bulk storage of liquid materials
If checked, briefly describe these measures:
v� ( a� eh rroi 4r �tn2 n el �'
❑ ite hasan active landfill within the mining permit boundary
If checked, please indicate type:
a) ❑ LCID (Land clearing and Inert Debris)
b) ❑ other (specify)
9. Required Items (Application will be returned unless all of the following items have been included):
Check for $100 made payable to NCDEQ
IP copy of most recent Annual Report to the NC Secretary of State (if applicable)
Ip This completed application and any supporting documentation
Ep Copy of the approved mining permit or indication of mining permit application status
❑ Copy of US Army Corps —approved wetland delineation (if applicable)
10 Line drawing of the water flow through the facility or block flow diagram
Pictorial description of the nature of any sources of water and any collection and treatment measures
Page 6 of 10
t.

A site diagram showing, at a minimum, existing and proposed: -
a) - outline of drainage areas
b) surface waters
c) stormwater management structures
d) location of stormwater outfalls corresponding to the drainage areas
e) runoff conveyance features
f) areas where process materials are stored
g) impervious areas
h) site property lines t>
2 copies of large scale (24"x36" minimum) site plan showing:
a) topographical lines
b) all outfall locations
c) applicable buffers and delineated wetlands
d) receiving waters
e) 100-year flood plain (if applicable)
El Copy of county map or USGS quad sheet with the location of the facility clearly marked }
If mines site is in one of the 20 Coastal Counties (if applicable)
❑ Applicant has check with the appropriate regional office to verify the need for a Coastal State Stormwater permit.
a) Indicate the Regional Office Contact:
19J Detailed list of:
a) impervious surface areas and percentages a . t rymel Q 5 QG oZ • L0% CC OAds '� l
b) sub -drainage areas
c) total drainage area
ff mine is dewatering and near wetlands, or may otherwise impact surface waters or groundwater
❑ 2 copies of large scale (24"x36" minimum) plans delineating areas on the listing acreage including:
a) wetlands
b) ditches
c) well -placements
d) pits
e) borrow areas
f) overburden storage
g) stormwater controls/BMPs
h) vehicle maintenance areas
i) settling basins
j) product process (such as screening, stockpiles, and waste piles)
k) total drainage area
1) impervious surface percentages (if state Stormwater programs apply)
m) applicable buffers
n) access and/or haul roads
❑ Pump dewatering size and information on its specifications
❑ Well information (design, depths, maintenance)
❑ Physical monitoring for the wetland areas
❑ Settling pond size information, if applicable
❑ Level spreader design, if applicable
❑ Details about dewatering method
❑ Cone of influence calculations
❑ Description of measures to prevent erosion and flooding
❑ Description and information about 401/404 permits that have been obtained
❑ Copy of US Army Corps of Engineers wetlands delineations or approved wetland delineation (if applicable)
Page 7 of 20

❑ 1 have contacted my local regional office about a Pumping Operation and Monitoring (POM) plan
a) Regional Office Contact:
b) Date Contacted:
10. Applicant Certification:
North Carolina General Statute 143-215.66 (i) provides that: Any person who knowingly makes any false statement,
representation, or certification in any application, record, report, plan, or other document filed or required to be maintained
under this Article or a rule implementing this Article ... shall be guilty of a Class 2 misdemeanor which may include a fine not
to exceed ten thousand dollars ($10,000).
Under penalty of law, I certify that:
ljll I am the person responsible for the permitted industrial activity, for satisfying the requirements of this permit, and for any
civil or criminal penalties incurred due to violations of this permit.
Lpl The information submitted In this NOI is, to the best of my knowledge and belief, true, accurate, and complete based on
my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the
information.
1p I will abide by all conditions of the NCG020000 permit. I understand that coverage under this permit will constitute the
permit requirements for the discharge(s) and is enforceable in the same manner as an individual permit.
tp I hereby request coverage under the NCG020000 General Permit.
Printed Name of Applicant:
/11' _ 0///r(/zo'Z
(Signatu of Applicant) (Date Segued) '
Mail the entire package to: DEMLR—Stormwater Program
Department of Environmental Quality
1612 Mail Service Center
Raleigh, NC 27699-1612
Page 8 of 10

��`��� a\�w��

Carolina Drilling, Inc.
326 RAILROAD ST— Mockeville, NC 27028
Phone [phone] — Fax [phone]
— e-mail [e-mail]
Blasting Plan
N�a� G;Z�r' k Soz i_S
Lenoir, NC

CDR
CAROLINA DRILLING INC
326 Railroad St — Mocksville, NC 27028
Phone [phone]— Fax [phone]
Carolinadrillineinc yadtel net
Blasting Plan And Procedures
i - Holes will be drilled on a 5 X 5 pattern
2-The blaster in charge or someone under the supervisor of the blaster in charge will load the holes
with a mixture of 11/4 x 8 stick powder, 2 x 16 stick powder, Anfo and non -el blasting caps will be used.
3- Every blast will be snapped together and times by the blaster in charge with 8 to 25ms between them-
4- All circuits will be checked by the blaster in charge before the blast.
5-Area should always be deemed safe by the blaster in charge. This includes pedestrian, automobile and
construction traffic.
6-131asting Zone signs will be placed accordingly.
7- Only non -electric blasting caps will be used.
8-1f needed, blasting mats will be used to cover shots.
9-Before each shot a warning horn will sound three times for a 5 minute warning. This will be followed
by a single by a horn blast to signal a one minute warning. After the blast has been detonated and the
blasting area has been deemed safe, a horn blast will sound for an All Clear and go back to work.
10- No explosive will be stored on site.
11- Holes will be drilled on an average of 16 ft. deep.
12- Holes will be drilled 3 or 3.5 inch diameter.
13- A maximum of one hole per delay and possibly up to three delays per hole if necessary to maximize
breakage, minimize vibration and minimize noise.
14- 4 seismographs will be placed at the direction/discretion of the engineer.

CDR
CAROLINA DRILLING, INC.
326 RAILROAD ST. — MOCKSVILLE, NC 27028
Phone [phone]— Fax [phone] — Email [e-mail]
Pre -Loading Survey
This pre -loading survey most commonly used by blasters today is outlined best by the NFPA 495
Explosive Code, 1996 edition: Chapter 8 Ground Vibration, Airblast, Flyrock.
Ground Vibration
Distance from Blasting Site Maximum Allowable Peak Particle Velocity
0 to 300 ft 1.00 in./sec
301 to 5000 ft 1.00 indsec
5001 ft and over 1.00 inJsec
Unless a blasting operation used a seismograph to monitor a blast to ensure compliance to the above
table, or has been granted special permission to by the authority having jurisdiction to utilize a modified
scaled distance factor, the operation shall comply with the scaled distance factor, the operation shall comply
with the scaled distance equation shown in the below table.
Distance from Blasting Site
0 to 300 ft
301 to 5000 ft
5001 ft and over
Scaled Distance Equation
W (lb)=(D (ft)/50)A2
W (lb)=(D (ft)/50)A2
W (lb)=(D(ft)/50)A2
w = The maximum weight of explosives in pounds that can be detonated per delay interval of 8 milliseconds
or longer.
d = The distance in feet from the blast to the nearest dwelling, public building, school, church, or com-
mercial or institutional building not owned leased, or contracted by the blasting operation, or on property for
which the owner has not provided a written waiver to the blasting operation.
Where blasting operation considers the scaled distance equations of the last table to be too restrictive,
the operation shall have the right to petition the authority having jurisdiction to use a modified scaled distance
equation Such a petition shall demonstrate that the use of the modified scaled distance equation would
not cause predicted ground vibration that exceeds the peak particle velocity limits in the first table. Any
petition for modification of the scaled distance equations of the last table shall be substantiated thoroughly
by seismograph recordings show that limitations of the first table cannot be exceeded.
Airblast
Airblast at the location of any dwelling, public building, school, church, or commercial or institutional
building that is not owned, leased, or contracted by the blasting operation, or on property for which the owner
has not provided a written waiver to the blasting operation, shall not exceed the maximum limits specified in
the following table.

Airblast Limits
Lower Frequency of Measuring Systems (Hz) Measurement Level (deb)
0. I Hz or lower 134 peak
2 Hz or lower 133 peak
6 Hz or lower 129 peak
Flyrock
Flyrock traveling in the air or along the ground shall not be cast from the blast side in an uncontrolled
manner that could result in personal injury or property damage.
Flyrock shall not be propelled from the blast site onto property not contracted by the blasting operation
or onto property which the owner has not provided a written waiver to the blasting operation.
Where blasting operations do not comform to the last two paragraphs, the authority having jurisdiction
shall require that special precautions be employed to reduce or control flyrock.

Blasting Signs will be posted at strategic locations on job.
Blashng_Si als:
5 minute warning - 3 short horn blasts 5 minutes prior
to blasting
1 minute warning- 2 short horn blast 1 minute prior to
blasting
All Clear Signal- 1 long horn blast after blast is deemed
Safe
The following vibration levels are expected at the following distances
20 lbs. per delay at 100ft.
0.1 ips
20 lbs. per delay at 110000ft.
0.06 ips
20 lbs. per delay at 22000ft.
0.02 ips
The Bureau of Mines has set a standard that 2.00ips does not create damage.

Shot Loadin
• Upon acceptance of CD's shot plan, area adjacent to shot will become restricted. Only
employees of CD , their suppliers and authorized personnel will be allowed within 50 feet
of the loading operations.
• CD will load shot(s) using the accepted plan. No tamping of holes will be permitted.
Stemming material will be borehole cuttings or 78m gravel.
• CD will sound a Warning Blast, a one (1) minute series of long blasts, five (5) prior to the
Blast Signal.
• CD will sound the Blast Signal, a series of short blasts, one (1) minute prior to the actual
shot being detonated.
• Any traffic that is pre -determined to be stopped will be stopped at this time.
• After detonation, CD will sound a single prolonged blast signaling the "All Clear" and
any traffic stopped will be allowed to proceed.
Post Blast Inspection
• A post blast inspection on all areas adjacent to shot to ensure all work in place including
bu8t not limited to sediment basins, fence, etc...are not damaged by blasting operations.
Any observations will be noted on a daily reports.

CDR
CAROLINA DRILLING INC.
326 Railroad St. -- Mocksville, NC 27028
Phone [phone]— Fax [phone]
[e-mail]
Seismolotry
Deep Earth Logic will provide vibration monitoring and seismology reports.
License & Pennits
No blasters license is required in the state of North Carolina. A blasting permit will be
obtained from the local Fire Marshall and made available on the job site prior to blasting.
Carolina Drilling, Inc is licensed by The U.S. Dept of Justice, Bureau of Alcohol,
Tobacco, Firearms and Explosives. # 1-NC-059-22-5D-00404 (Copy attached)
Jason Tutterow is licensed in the state of South Carolina. # FBB.658 (Copy Attached)
Carolina Drilling, Inc. obtains multiple permits in Raleigh and other cities and counties in
North Carolina. (Copy from Raleigh attached)

SC DEPARTMENT OF LABOR, LICENSING . AND REGULATION
DIVISION OF FIRE AND LIFE SAFETY
NXILR OFFICE OF THE STATE FIRE MARSHAL
This is to certify that: JASON TUTTEROW
is permitted or licensed. as a: Blaster
Company:
License or Permit #: FBB.658
Expires-. 12/31/2013
State Fire Marshal

s re Code Permst
City of Raleigh Fire Department
Office of the Fire Marshal PO Box 590 Raleigh, NC 27602 (9191996-6392 Fax (9191$31-6180
Property Address - Permit Issued By
326 RAILROAD ST Henshaw, Timothy R.
MOCKSVILLE, NC 27028 Phone
Business Name Date Issued: 01/17/2013
PYRO - CAROLINA DRILLING, INC.
Inspection District Stories Date Expires: 04/17/2013
0
Construction Type Max Occupancy Square Foot
9 Not Classified 0 0
Permit is hearby granted to: PYRO - CAROLINA DRILLING, INC.
For the following activies:
105.6.14 Explosives: 90 days Issued: 01/17/2013
Comments Location: Behind Camulet Apartments
Persuant to the provision of the North Carolina Fire Prevention Code and Raleigh City Ordinance, any violation of
these regulations may be grounds for revocation of the permit. _
This permit does not take the place of any license required by law and Is not transferable. Any change in the use,
occupancy, location of premises shall require a new permit.
Approved by: Henshaw, Tinnothy-R.
Title: Fire Protection
Tr..i:c PERMIT MUST ESE ar c T ED AT ALL TIMES ON THE PREMIcz�Q inr-KiTiONcn ABOVE
1 •,IV PERMIT 1, R/ aJ ,.n .— TIMES Y- 1 v..-v I,LI• , 14.•1.1--V V

Federal Explosives License/Permit
:..5. Department of Justice
iuo_au of Alcohol, Tobacco, Firearms and Explosives (18 U.S.0 Chapter 40) utmmruar®tamuavuacaaswcwu
a .:ccord:wcc with the provisions of Title XL Organized Crime Control Act of 1970, and theregulationsissued thereunder (27 CFR Part 555). you map engage in
activin, specified in this license or Pamir within the limitations of Chapter 40, Title 19. United States Code and the regulations issued thereunder, until the
�%. iratinn date shown. THIS LICENSE IS NOT TRANSFERABLE UNDER 27 CFR 555.53. See "WARNINGS" and "NOTICES" on reverse.
`irect ATF ATF - Chief, FELC ILicense/Perrnit
arrespondcncc To 244 Needy Road Number
Martinsburg. WV 25405-9431
'lust; Federal Ex los:ves Licensing Center (BELC Expiration
A 41 %� . Date April
Jamc
CAROLINA DRILLING INC
Premises Address (Changes? Notify the FELC m least 10 days before the move.)
326 RAILROAD ST
toe of License or Permit
33-USER OF EXPLOSIVES
Purchasing Certification Statement
ire licensee or perminee named above shall use a copy of this license orpermitto assist a
rmsf uu: of explosives to verify the identity and the licensedstaurs of the licensee or
xnninee as provided by 27 CFR Part 555. The sienature on each cony must bean original
.eauure. Afaxed, scanned or e-mailed copy ofthe license orpermitwith a signature
.:,T. &J to be an original signature is acceptable The signature must be that ofthe Federal
.wi�siv,s Licm (FEL)oraresponsiblepersonofthe FEL. Icerfifythatthisisawe
.p5 of a license or permit issued to the licensee or pamhtee namedabdveto engage m the
r::n}fur operations specified above under "Type of License or Permit."
-�Aisee,Perminee Responsible Person Signature Pos¢i` l on/.Title.
Printed Name Date
.:::•.us iidln,m:s Cbzoke unava�aiuixo wcseiuuPnaonamnx.aaaeo-m�a:wua.twa+unumnnosms
Mailing Address (Changes? Notify the FELC of any changes.)
CAROLINA DRILLING INC
326 RAILROAD ST
MOCKSVILLE, NC 27028-
ATF Form 5400. HI5400.15 Pm I
Revved OGaber 2011

Misfires
A misfire is defined as the failure of an explosive charge to detonate at the proper time. The best advice
that can be given regarding the handling of misfires is to take every precaution to prevent their occurrence.
Anytime misfired holes, portions of misfired holes, or unexploded explosive materials remain after a blast is
fired, a hazardous situation is created that will exist until the unfired explosive materials have been disposed
of properly. Explosive disposal requires sound judgement and a comprehensive understanding of explosive&
by the blaster in charge. Most misfires occur because of improper techniques by the blaster or a change
in the geologic structure from the expected norm.
It is important that any investigation into the cause of misfires is conducted fairly and with an open mind.
Any preconceived idea of the cause may mask the true cause, and prevent the establishment of procedures
that will prevent future misfires.
If a misfire occurs, their disposal should be handled only by an experienced individual familiar with the
explosive materials and initiating systems used in the blast, and the proper techniques for handling,
neutralizing, and disposing of the explosives involved in a safe manner. Persons handling misfires should
have firsthand knowledge of how the blast was loaded or must have accurate records and data giving detailed
information on the type, weight, and location of all the explosive materials and initiation system components
used.
Specific recommendations concerning misfire handling procedure cannot be made, as every misfire must
be evaluated on an individual basis. All information regarding the misfire must be analyzed completely and a
plan of action must be outlined to safely handle, neutralize, and dispose of the explosives involved. Specific
federal, state, and/or local regulations govern the handling of misfires and must be followed as well.
When a misfire occurs, the power source used to fire the initiation system must be disconnected from the
firing line, and the firing line shunted or made safe, before the blast -in -charge enters the blast area to inspect
the misfire. All personnel should stay out of the blast area for at least I hour.
Access to the blast area where a misfire has occurred should be block off and guarded. After the waiting
period, the blast area should be inspected by the blaster -in -charge. Another indivival, who is knowledgeable
in misfire disposal, should act as a safety backup for the blaster -in -charge enters the blaster and should remain
out of the blast area, but observe the situation from a safe distance. All observable initiation system comp-
onents must be identified, recorded, and checked with the appropriate test instrument. If there is any suspicion
of unfired detonators or explosives materials, they should be treated as though they are live.
The safest and surest way of handling any type of misfire is to be able to reconnect all of the unfired charges
and fire them successfully. This procedure is not always possible or practical. Often, the misfired charges have
been out off by rock movement and are located in areas that are inaccessible to the blaster. In some instances,
rock has been torn away by the charge with very little burden that has been shattered and displaced. The
firing of these misfired charges with mats, broken muck, screenings, etc., require extreme caution and should
be made only after the situation has been thoroughly evaluated. In firing misfired charges under these cir-
cumstances, on must assume the worst consequences that can happen and take appropriate precautions. The
blast area must be isolated and all roads to the area blocked and guarded before attempting to refire the
the misfired charges. Firing should be done by authorized personnel from a remote, safe location where
adequate cover can be provided. In addition to the warning signals required, all personnel in adjoining work area,
yards, shops, offices, etc., should be required to retreat to a safe place before the blast is fired.
When misfired charges cannot be reconnected and refired safely, the next approach is to try to
neutralize as much of the charge as possible. In small -diameter holes, it is often possible to wash out the
explosive column wiht a stream of water. Although it is rather impractical to by to wash out large -diameter

cartridges from drill holes, it is often possible to wash out the stemming to permit the removal of these
cartridges with non -sparking retrieving tools. When large -diameter holes have been loaded with bulk blasting
agents, water can sometimes be used to wash out the charge. Water will neutralize anfo and similar type
materials that have little or no water resistance.
If, due to rack movement, the detonator leads or detonating cork lines have been severed, it may be
possible to wash out the stemming in order to place another primer in the hole and to fire the charge from
the top of the column. Again, the reprining and refiring of any misfired charge requires the judgment of an
experienced blaster that is in charge.
When it is impossible to reinitiate, retrieve, or neutralize misfired explosives, it may be necessary to
consider drilling, loading, and firing of holes that are adjacent to the misfire. if performed successfully, this
procedure will dislodge or displace the misfired explosives for eventual disposal.
Such action should be considered only as a last resort after all other courses of action have failed, and
only after consulting the manufacturer of the explosive materials for information, recommendations, and
assistance.
The drilling, loading, and firing of blast holes near holes containing misfired explosives materials is an
extremely hazardous task that must be only undertaken by experienced, competent personnel, utilizing
extreme caution and care. Hole location must be exact and the drilling operation must be monitored
constantly. After the holes adjacent to misfires have been fired, thorough inspection should be made of the
muck pile for any displaced and unfired explosive materials. As the muck is removed, it must be inspected
continuously by experienced personnel to make sure that all missed explosive materials are detonated and
removed for disposal. An unresolved misfire indicates that the hazard remains and is a danger to personnel -
and equipment. Areas containing unresolved misfired charges may have to be abandoned, and the access to
these areas may have to be restricted.
It must be emphasized that misfires, the disposal of misfires, or the working of personnel and equipment
in areas where misfires are present is hazardous. Only situations where there is any doubt or question re-
grading the properties the properties of explosive materials, initiating components, or detonators that were
used in a misfired blast, the manufacturer should be consulted for information, recommendations, and
assistance. Under no circumstances should misfired explosives be reused.

Transportation
The transportation of explosives materials over the public highways is controlled by regulations of the U.S.
Department of Transportation, and the state and local transportation authorities. Although these regulations do not
apply to the transportation of explosive materials on nonpublic highways (construction sites, mine roads, quarry
property, etc.), they are based on years of research and experience, and serve as an excellent guideline for any
program that transports explosive materials on nonpublic highways.
Vehicles used for transporting explosive materials must be in good mechanical condition, with particular
attention given to tires, brakes, electrical system, steering, and chassis. Whenever possible, explosive materials
should be transported in a closed -body vehicle. When open -body vehicles are used, day boxes, powder chests,
or detonator boxes will provide security and protection for the products being hauled. The body of the explosive
hauling vehicle should be lined with wood or other non -sparking material. Plastic or fiberglass bed liners are
available for some vehicles and provide the required protection. If detonators are to be carried on the same truck
with explosives, they should be isolated from the explosives by placing them in a separate compartment, a day
box, or a detonator box designed to RM E SLP No. 22 standards.
All vehicles hauling explosive materials must be equipped with warning placards and fire extinguishers.
Placards are to be conspicuously placed on the front, rear, and both sides of the vehicle. Fire extinguishers
must be in good operating condition, fully charged, and located in a position where they are readily accessible
in case of emergency. A minimum of two fire extinguishers should be provided for each vehicle with ratings of at
least 4-A:20-B:C for vehicles of less than 14,600 LB Gross Vehicle Weight (GVW).
Personnel assigned to drive vehicles hauling explosive materials should be familiar with the operation of the
vehicle and the nature of the products being transported The driver should inspect his or her vehicle daily to make
sure that the tires, brakes, chassis, and electric wiring are in good working order. Cargo space, warning placards,
and fire extinguishers should also be checked. Any deficiencies should be reported so that corrective action can
be taken.
Maintenance work should only be performed on empty vehicles, and fueling should be scheduled before the
vehicles are loaded, or delayed until after the explosive materials have been unloaded. Explosives must be removed
before any cutting, welding, or riveting can be performed on the vehicle. Before any welding is performed on bulk
trucks, they must be steamed out or washed thoroughly. Outboard bearings should be used on bulk truck augers
to dissipate heat and should be greased regularly to reduce friction.
Drivers should take the most direct route from the explosive storage area to the blast site, making every effort
to avoid congested areas. Vehicles carrying explosive materials are not to be used for hauling personal
equipment or supplies. Vehicles loaded with explosive materials must not be parked in parking lots, along
roadways, or near buildings, where their presence may create undue exposure. Loaded vehicles must never be
left unattended. See Federal Motor Carrier and Safety Regulations found in CFR Title 49 Parts 390-399 for
additional explosive transportation safety requirements.

Hood Creek Sods Company
Erosion & Sediment Control Calcs:
Boone, NC (25 year storm)
5I
1Q
I 15
1 30
1 60
1 120
1 3
1 6
1 12
I fin./hr) (25. ear)
8.59
6,85
5.78
4.26
2.85
1.77
1.29
0.93
0.52
NO.34
Precip Frequency (in
072
1.14
1.45
2.14
2.85
3.55
3.87
4,94
6.21
Boone, NC (10 year storm)
5
1 10
1 15
1 30
1 60
1 120
1 3
1 6
1 12
1 24
1 jin./hr) (10-year)
7.51
61
S.G61
3.671
2.391
1.46
1.061
o.691
OA41
0.28
Precip Frequency (In.)j
0.621
11
1.26
1.831
2.391
2.921
3.181
4.11
5.281
6.61
Boone, NC (2 year storm)
5
10
1s
30
60
220
3
6
12
24
1 jin./hr) (10-year)l
5,711
4.571
3.831
2.641
1.661
11
0.721
0.481
0.311
0.18
Precip Frequency (in.)
0-481
0.761
0.96
1.321
1.66
21
2.181
2.85
3.77
4.39
Area (Acres]
Length jft)
Slope (ft/ft)
n
I
Overland
Kirpitch
Tc (mins.)
Unpaved
V3 jft/s)
6' bottom, 3:1 sides
Open Channel
or Pipes
V2 jft/s)
Length (ft)
Ti (miss.)
c=.30
25 year
Flow'Q' (efs)
c=.3O
10 year
Flow'Q' (cfs)
c=.3O
2 year
Flow'Q' (ds)
Elevation Change
Start
End
Delta H
Alpha
Drainage Area 1
3.8
1250
1150
100
160
0.63
0.02
0.79
1.18
58.90
3.57
12.76
49.20
300
0.10
9.79
8.55
6.51
Drainage Area 2
3.9
1220
1120
100
240
0.42
0.02
0.65
0.96
48.09
4.74
10.41
40.17
300
D.12
10.05
8.78
6.68
Drainage Area 3
9
1260
1120
140
320
0.44
0.02
0.66
0.99
49.28
1.97
10.67
41.17
300
0.12
23.19
2D.25
15.42
Drainage Area 4
7.4
1311
1145
166
475
0.35
0.02
0.59
0.88
44.04
1.97
1 9.54
36.79
300
0.14
19.07
1fi.65
12.68
Estimating Runoff:
Q= CIA
C= Runoff coefficient based on soil Condit;ans
= Avg rainfall intensity (in/hr)
A - drainage area (Ac)

DrG;r\age- Afea
O L"�\� - i
S c-c- - 8

asKl
�.. y "� as r,• �oj il�Ji�}+s r � - . i{y-r '.I� Sy 4? xL : rnZi�'
1=5�s``' 4 S v • '� �c
C�_L f a 1 {� ry�ti�Y�. 1 •C 'ter dt 't � s fl r1
r _ r fiav
"1'�(1
"i.C"�', a,'ya IFv
V {(��pp/,•,1.Imo` •� ! ' '.tt l,• ,� J L� yr' 1 '1S 1'
> i
If It; t t i
}If 'i •I F 1 I I
sri•i � 7f�-��L� J n sL �.�.
�116 +• ,'� `fi!F `o ' r lr.yi �r ,. _ 1 rrP�yr�_3
-
y
1IIIrJ.s �pp 1 ��'3 n �.,�'SI, 'Air M1eii. ll t. r
f 1 � 1.•FM�fI � 1�/t� ff rQ j ri! y / 4 C ��' '✓�
IF
A -. •i•Y' 1y }�\ :l -�; 1� �';•o �q� .�;>Ilr r 'ri�
il f•MW
r
low
>{b,
�h +y. _�f �Vk 'G�`,Y �+ z ' ti_ �f vfl 4 t�`' l t:.•
KlY
� t � � Ys � , >. ♦t c7.`✓"�+fi (Tx - r k: fipayT
G i fY1
r tr
� r�-�'f•1•``k�� ,,yam ��Jri fri 1 iIS '�`+I�� �., I�i: X 5^�r�lD'�
` aa^PYta �A ��xr I1 C CSI ey tJ -
M P

LIGHT AREAS
HEAVY AREAS
PARKS, CEMETARIES
PLAYGROUNDS
RAILROAD YARD AREAS
UNIMPROVED AREAS
STREETS:
ASPHALT
CONCRETE
BRICK
DRIVES AND WALKS
ROOFS
LAWNS:
SANDY SOIL, FLAT, 2%
SANDY SOIL, AVE., 2-7%
SANDY SOIL, STEEP, 7°A
HEAVY SOIL, FLAT, 2^A
HEAVY SOIL, AVE., 2-7%
HEAVY SOIL, STEEP, 7-A
AGRICULTURAL LAND:
BAREPACKED SOIL
SMOOTH
ROUGE
CULTIVATED ROWS
HEAVY SOIL NO CROP
HEAVY SOIL WITH CROP
SANDY SOIL NO CROP
SANDY SOIL WITH CROP
PASTURE
HEAVY SOIL
SANDY SOIL
Revised 11/25/2008
(Time of Concentration if it is less than 5 mint
Overland Flow to (minutes) F— �U7
0.13-0.17
0.18-0.22 1Calculata the shallow concentrated flow core
0.25.0.35 Calculate the channel Flow comoanentoftha
0.3.0.6
0.2-0.5
0.3-0.6
0.2-0.5
0.2-0.4
0.1-0.25
0.15.0.45
0.05-0.25
0.05-0.25
18hallow Concentrated
Paved
Flow
Flow Len h
1'
Slope
to lminutes)
1".
0.0
Un aved
Flow Lenglh
- 500'.
Slope
k (minuted
Total Time of Concentration
0.161
1.3
Solving for Time of Concentration
Kinematic Wave Theory
Times of Duration from
Flow Len Ih
300
Sloe
0.0156
Hydraulic Radius
8
Mannings n
0.05
to(minmes) 1
0.4

This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Designed By:
Justin Fetzer Date: 12/30/2021
Checked By:
Raymond Hoffman, P.E. Date: 1/17/2022
Company:
HNA Engineering, PLLC
Project Name:
Hood Creek Solis Co.
Project No.:
1
She Location (City/Tovm)
Lenoir
Sediment Basin Id. SB-1
Total Drainage Area acres
3.9
Step 1. Dttertmrc peak flow. Q, for the basin drainage area (bppeodix 3.0i)
010 (cfs)
8.55
Sup2. Determine avy sire Smitaoms fat the udimrnr pool elnauon, emergency
spd1u.y or top fthe dam
Minimum pool elevation (ft)
1150
Maximum pool elevation (ft)
1155
S1ep3. Detemuoebasiu,'.hunt,
• Compute minimum volume requved (Ig00 fd.'ame disnubed).
• Spmuf,- sedwssot d scout Ina] to be ou,ked on rises (one-half the dt,rp,
volume tefet ,d to the top of the riser) and ,,dmeut ua., area to be
cleated A0 the dam is bwiIt.
Disturbed acreage (ac)
Min Volume (ft')
Sediment cleanoul elevation (ft)
Sediment Storage Area
Step 4. Detenru , area and shape ofbasm
• Check Imgth4... kh to (should be 2:It. 6'.1).
• Compute the basin surface area m pnocgxd spolway elevation
• Cheek dr moo of basic smf., area o peak ivflow cum (,hold I, grearn
than or equal to 435 fr cR) Employ dive,sions with addi".1 naps and
basins.,educe area dtamed.
� o v
7020
1152
1
Detmnme banel capacityreguued foe site conditions (minimum capaci7 for 0,
k the 2... peak ranoff. O_ 1Z _ z/ ✓
Lengthhvidlh ratio 2 &0
Is Iengthhwidth ratio between 2-6? YES, PROCEED
Basin sudam area @ principal spillway (h) 6000 (.0.,
Ratio: basin surface area/Oia 701,754386
Is ratio >= 435 ft'/ds? YES
Step 5. Detemdne the principal spillway dixharge capacity.
• The combined eapa.hes of the p ,,al and ma Se y s ohoa, touu be
at lean the 10-)ear peak flow for the more watershed ofthe bola
• ]be principal spillway is soel)zed fat three possible hauuag flow oyes.
Weir flow. Orifice flow, and Pipe flow. The principal spillway discharge
capam,y is the snegeu of these dove flow rates. Dixhuges thmwglt a
4immn should be deut"arded dating this conptmuoull'm. orifice and
pipe floe may be dett,nived by the, (.flowing eguau.ns.
I Web Flow: 0=CLH"
uheee:
0=dixharge to cubic feet per second (cfs)
C = „ao eoef inml. use 3.1 fat cmmgated meal pipe nsms.
L= cummt'mrnce of the dsee to feet
H = head above,uer crest in fat

Weir coefficient, C
3.1, Cohn-=3.1
Riser circumference, L(8) -
1.5
Head above riser crest, H (it)
1
Dw (cfs)
4.65
2. Onfice Flow: 0 = CA (2gHp4
whRe:
0=dixhetge iu cubic fm per second (cfs)
C =onfice c«8icient use C = 0 6 for compted=W pipe nsas
A- eros,,ocuoml area ofdte rise pipe to More feet
g = accelemdon d« to gmtity, 312 ftsec
H =head above titer ant m feet
Orifice coefficient, C.
0.6 Ccap=0.6
Riser cross -sectional area, A (112)
1.76625
Accleration due to gravity, g (ft/s2)
32.2
Head above riser crest, H (ft)
1
Discharge, 0. (cis)
8.504452482.
cl
3. Pipe Flow 0=e 11K=11C,L
whne.
0=discharge wcubmft pa second (cfs)
a =cross-secoaml area fthe Wad to sgoare f«t
g = accelmoon rim to graaip', 332 Nse2
h =head abme de centnlae o(th Duda etd of use bmrcl
K. = c«&om of. I... coo be assumed to W 1 0 f«
mosepmcfpal sPdIwsye)stems
L =barrel Imah to feet
Kp =p fnmonc«dum:
5087rP (See Table ewe 1br K, asl. for
= dKa mmmw sire nfpip..)
n=Mavmog's c«®c. ofroughocs. use n =0.025 f«
cortugmed mew pipe
n = 0.075 fm reinfwced coocere pipe
di =inside diameter o(the bartelwiocbc
SFIm rise and barrel dimrnsious so That cite user has across-sectioml uea
at least 1.5 oboes tWt of the Wesel. Spillteay hydranbcs are tmptoved by
tmlamirmg aveu Bow .cod mmiminng .,fit, Baw See Table g 076 fro
recotm..&d user baml proport.
Barrel diameter (it)
2
Barrel cross -sectional area, a (112)
3.1
Accleration due to gravity, g (ft/s2)
32.2
Head above outlet end of barrel, h (it)
7
Minor loss coefficieint, K.
1.0
Barrel length, L (ft)
87
Mannings coeffienct of roughness, n
0.025
Inside diameter of barrel, di (in)
24
Pipe friction coefficient, Kp
0.04593
Discharge, 0. (cfs) Z7.24120941 47.165759
RISER
Se1m aM „xt mi barrel amxnum+. t:x We wm. m6ae tM Ptpe bow
«rynam m d<uamme t0a :-yea yeak au<hvge it pa+ud wi,ham utt:wmF
We emn6ency+ptllway. Denvmettut toe fiom Frme SOA. Check We
atd,nd aage mquumene If,a dnim +mEe n ma hegh, cheeu ImFtt
a�mem.m,.M,ecaknlau.n+, mimmmaame ek+wmeiaxdwome Table 8.07b
attm ekawum at We,op of0e,ad�mml poet itua heyN2io Sdmn We
anal Namet<, utxemmeoded Sektt We npe ala+h lvaa
Seth„ d<u'„amg 4nx. I(, thmmn n uxa ufn m roe moot :ram
aewaxmF am. x Tattle 6 6t b
Step 6. Denp anbxep collae
Eu+me Ibar mbxep <oan ue m ckut than? fl fiom a p�peromt Co11a
moat prolm a lean 15 A bum ttr pipe Indtca,e...'heromnm+.
Step7. Deu'tnaflomambloth
D k wills the uet�l of uant et Ott d be Lhe emlM' Vb aM dntm a
bMck uaA bmtamwnFb, L I tmea ebe uei-W afwnet dyk<ea.
Weight of water displaced by the empty riser 64.2
Buoyant weight 70.62
Slops. Ileup oMtt
Dttttmlae divat, <elx, 6om the btneL Dt,ttp gimlet zcx to
nme t.ble caaW,vm 8ip,p pi—t n .11Y uxe ttv (Appndw
Kn,=1-0 (typical)
ncgp=0.025 ns0p=0.015
Table 8.07a

sm
Discharge velocity, V (0/s)
See Appendix 8.06 for dpmp sizing, if necessary
Step9. Oeup es+levcy splM+f.
• Dnamioe the ntuaen' a for gemnlmcY'W.-'m
0.-0.o'0,IQz at)
•F,am TA45E)o,I bk[i= r Ihenrdd nod depd ofde on e
depeulmE o ion co itton. to Emnv, not n.de boom wtdau and
love, dope, ne pefined to mw.mue <vl teloen,n n ,upnnrzmal
Eon
• .io+nryuW< dlnwm'e„ We o,e o(dt oeu equ.um
0 = CLH"
'.lLne tlu, apum �[ntea tlmmanmvm taM eYO dodd Oe:.B. L
+t webonam uWd of de,pJlxav at de eex. and N n du deph of
Eon above lM+P�IMa)'mev enter. Nok Sim "'itionn +noa
Waddom beuod m,ne de,polaaY seal Noon'e.admWdbexN
ro detilo dr aakl rLmel hebn Ae apJlnay mna
• The tnml of the em and Pmcgle ,plMoy capa<mea lent equal
mez[eed W[egoveof d 10- l0.reu Pe+k du[Eu!<.
• Se the Oe n o. eflhe mnl ofdn mnMe, "Umn,+mwmm of I
(001 Wo+e dl neY .tile �ttn.
OPTION 1
QIU
On
Emergency spillway capacity, Q. Ids)
8.671146267 15.013327
Op+Qe
Does (Op +Del equal or exceed 0107 YES, PROCEED
SIR 10. Spun"a5' appoa[h tnem
.adju+, ttr +plMay A. u iloi, in, .nl -.to[m and.uan ,nvm
event Theevumce xidd+SnuN bet Sewn a,e mdd ofarcmnol
v�da mW o-aovuoom de aMd a(decmnal+neav Appoach
cn.md dewd,kpe lama de,etm'w m ln, auto 2•.
Table 8.07c
Table 8.07d
OPTION 2
8.55 Weir coefficient, C
4.65 Bottom width of spillway crest, L (11)
3.9 Depth of Bow above spillway crest, H (it)
Emergency spillway capacity, On (ds)
8.55
Width of control section (it) 15
Width of entrance (it) 10
Slope of approach channel (%) 3
Is width of the entrance section 1.5xoontrol section
width? YES, PROCEED
Is approach channel>/= 2%? YES, PROCEED
Step 11. Spoln+r cmeol acme
• Local den emo-.I ,n in d< +p1M-a_ v ashen it ale.nlc de
eumsim e(de emMLve o(de d>m
Kn,, a level ueato extend at katl 20 E up,veen Oem ibe oean me of
de cmool,nttrn n m+me a,nuEhl a4lvmml
• side cape, tboWd be li
Step 12. Deom tpllouv east vcnvo
- 51dinay eaa ,Mold ahlu wad At, coon.] ,nnm toed Este On tame
boom oadd ma tale:lope:
• Slope deuld be su iciml to mttmno tupnmiucal Em ben male tat it
circa oat [terse enn'e telweu fa t:n coodtwm. 151a5'.then Qe
,min m appopute &i,, ubkt )
•Eneeddeewcb+melm 'no nhne an, may' w odeatea.idol
dman
5,ep 1d. Sne aY tmbaobmaa.
• Sn On, &"' ek+aom ofdt lep o(tbt dtma of I E W.a Itr
uale tmfan fn de ditto A.,or m We emelmcy'Un.y
• Cmaoudtd bgdl +bo.1d be 1W. peal ibav de d ., to 4on foe
+eNemepl
• Bmelep ntdd m axe Gttp,bttehl.
• Sn ude+lcpet 2 5 1 a &oor
• N.. depth efcaaeemch Eom,ve batml+ L+hoold mead Iv a
ttabkulhl+oa hyn in mimmm of 2 E deep)
• Selm boeon+nevbe emnleoc}' ,plinap ml xtll po+tde a vpue.
amoral of Ell
0
4.65
NO, REVISE DESIGP

Step 14. Erosion control
• Locate and design divenions to protect embsn1cmeat sad spillway
(Arardro Standards nerd Sperlfrcadara: 6. 0. Temporary Mvralons).
• Select sarface protection measttres. to control erosion (Prardes Standardt
and Sperfflradonsr 6.10. Temporary Steding. 6.II, lfalrhing. and 6.l3,
ItipraP).
• Select grotmdeovet far emergency spillway to provide protection for
design Row velocity and site conditions. Ripap stone ova geotwile
fabric may be requited in erodible soils as when the spillway is not in
undiunsbed soils.
Step I'S. Safety.
• Ccastroet a fence *ad install uwniug signs as needed.

Spillway Capacity Spreadsheet
User In ta Mt Da
Calculated Value
Reference Data
Oeslgnetl By:
Checked By:
Company:
Project Name:
Pro eel No.:
Justin Fmos, Date: 12A621
Raymond Ho0rm, FE- Date: 0111T122
HNA Engi... Mg. Pi
Hood Creek sale Co., LLC
SiArea 1
ten (n)
1150.00
Ined(n)
1144.00
lei
Rough Cement (nN.015)
lter(u)
24
1.0
ngen
0.015 Menninorsn
1(it)
87
O.Otl Or use Table 8 Wa
(d)
3.1
Eleedon H O Conan
1155,00
10
42.96
13,67
1154,00
9
4075
12.97
1153.00
8
38.42
12.23
1152.00
1
35 94
11.44
1151.W
8
3328
1059
1150.00
5
30.38
9.67
-1145
#NUMI
#NUMI
.1145
#NUMI
#NUMI
-1145
pNUMI
#NUMI
-1146
iNUMI
#NUMI
.1145
#NUMI
#NUMI
-1145
#NUMI
#NUMI
-1145
#NUMI
#NUMI
-1145
#NUMI
#NUMI
4145
#NUMI
#NUMI
A145
#NUMI
#NUMI
.1145
#NUMI
#NUMI
-1145
#NUMI
#NUMI
-1145
#NUMI
#NUMI
.1145
#NUMI
#NUMI
An .- 11WeanP¢Itl I
p¢k MnounO VVe Pleefpel
end coor ePawey
.,in
Inlet Control
Odfim
Weir Flow
Riser
0. 0.6
Cnet Eleelan in)
0
Pipe Olameler(in)
0
Box
L(it)
0
W (n)
0
C.
3.1
H O
H
O
It cis
fl(oral
4.00 30.23
1155.00
OAO
3,00 26.18
11M.00
0.00
2.00 21.38
11WOO
0.00
1.00 15.12
1152.W
0.00
0.W 0.00
1151.00
0.00
-1.00 #NUMI
1150.00
0.00
###### MIUMI
0.00
0.W
MI#!M# #NUMI
0.00
0.00
#NUMI
0.00
0,00
MM### #NUMI
13.00
0.00
###pOtl #NUMI
0.00
0.00
#MMW #NUMI
0.00
0.00
#1N#p #NUMI
0.00
0.00
fM##M #NUMI
a.00
0.00
##WA #NUMI
a.00
0.00
##MW9 #NUMI
0.00
0.00
#MI#p #NUMI
0.00
0.00
pp MN# #NUMI
0.00
0.00
ONIAVOW #NUMI
0.00
0.00
#NUMI
0.00
0.00
Q(p = B, -�5 j5
Fu eaeve I'min
an,
GmaH uoMi
=le�T*a
rw.p mn
wu«
2Mde Mn
Odfice Flow
Primary
Riser
Spillway Flow
Crest Elevallon(tq 115MM
Pipe Diameter (In
24
Box
L(n)
2
W (nl
2
C.
0.6
Area (IP)
11,1416
H
O
0 max
n
ch
cfe
5.00
119.863
0.00
4.W
107.328
0.00
3.00
92.8607
0.00
2.00
75.8205
0.00
1.00
53.8132
0.00
OAO
0
#NUMI
-1150,W
#NUMI
#NUMI
-1150.W
#NUMI
#NUMI
-1150.00
#NUMI
#NUMI
-1150.00
#NUMI
#NUMI
-1150.00
#NUMI
#NUMI
-1150.00
#NUMI
#NUMI
-1150.00
#NUMI
#NUMI
-11W.W
#NUMI
#NUMI
-1150.00
#NUMI
#NUMI
.1150.00
#NUMI
#NUMI
-1150.0
#NUMI
#NUMI
.1150.00
#NUMI
#NUMI
A150.00
#NUMI
#NUMI
-1150.00
#NUMI
#NUMI
IPE
PIPE MATERIAL(COEFFICIENT
Smooth Cement (n=1
0.013
Rough Cement 1,
0.014
Comnated Metal in,
0.015,
Smooth Steel (n•0.0
0.016
Riveted Steel (n Ob
6.024
Cast turn n 0.014
Emergency
Spillway Flow
Total Spillway
Capacity
Bonam FJe urban (fl)
1166.00
Bottom Width
12
Weir Equation 0= C L 1115
C.
2 9
Elevation Head
G
peh
n tho
(d.)
1156.00 O.W
0.00
1 0.00
1157.00 1.w
33.60
33.60
1158.00 2.00
95.04
95.04
1159.W 200
174.59
174.59
116ow 4.00
2W.W
268.80
1151.00 5W
375.66
#NUMI
0.00 0.00
0.00
#NUMI
0.00 0.00
0.00
#NUMI
0.00 0.00
0.00
pNUMI
U.OU U.W
0.00
#NUMI
0.00 pW
0.00
#NUMI
0.00 0.W
0.00
mum]
0.00 0.00
0.00
MIUMI
0.00 0.00
0.00
#NUMI
0.00 0.00
0.00
#NUMI
0.00 0.00
0.00
#NUMI
0.00 0.00
0.00
#NUMI
0.00 0.00
0.00
#NUMI
0.00 OW
0.00
#NUMI
0.00 0.00
0.00
#NUMI

6J Vtv i =F
Channel specifications
Cross section Semi -circular
top width, T = 2y
depth,y
wetted
perimeter,
p
Design Most efficient design ,
Channel slope (s) 2.4 % 6
...... .._........................
Manning's
coeff. (n) Unfinished concrete (0017)_ 5
Water flow depth (y) 1 it
Top width M 2 fL-
Channel water flow output values
Cross -sectional area (A) 1.5708 ft'
Wetted perimeter (P) 3.1416 It
Hydraulic radius (R) 0.5 ff-
Freeboard (F) 0.1 ft
Mass flow rate M 8.53 ft/s
Volumetric flow rate (C) 13.4 ff3i5 .
CTs
We're hiring( Embed
Open Channel Flow
Calculator
Created by Kenneth Alambra
Last updated: Aug 23, 2021
f*lwlwlw1`.
Table of contents:
o What is an open channel flow?
^ Qpen channel flow epuations - what affects flow
Late-7
° MaotllIlg=uatio.0-open channel flow
o Most efficient cross-section of open channels
o U5ing our open channel flow calculator
This open channel flow calculator will help you find
water flow yglocity. and volumetric flow rate through an
open channel, given the channel's roughness
coefficient, slaps, and cross -sectional area.
In this calculator, you will learn how Manning's
equation works and how to use it to determine water
flow. You will also learn about the most efficient cross
sections of open channels. Keep reading to start
learning.

What is an open channel
flow?
Transporting water from one place to another can be
done in two ways - with the help of pressure, or with
the help of gr vi . If we want to bring water up a
building, we could do this with a powerful water pump.
The water pump would push the water up the pipes by
applying a large amount of pressure to the water
through mechanical action, usually by centriLugal force
In this case, water will fill the pipes as it travels
upwards. As the pipe cross-section is fully enclosed
and not directly exposed to atmospheric pressure, this
would be called a closed channel.
On the other hand, we call it an open channel flow
when gravity acts in transporting the water, like in
rivers or canals where the water flows from a higher to
a lower elevation and the surface of the water is "open"
or exposed to the atmos hp eric pressure. There are also
some cases wherein water flows due to gravity, but the
channel or pipe is filled. You can learn more about such
cases in our pipe flow calculator.
In this open channel flow calculator, we dive into the
simplest form of open channel flow and consider
steady and uniform flow. In a steady uniform flow,
the flow rate does not change throughout a channel
that has uniform cross -sectional shape, slope, and
roughness. In this kind of flow, we can then calculate
the dimensions of the chosen uniform shape as long as
we have all the other characteristics of the channel.
Open channel flow
equations - what affects
flow rate?
In the late 19th century, an accountant -turned -
engineer named Robert Manning developed an

NOTE: This proeedore is for ooitero4 Bow in enamel+ and is ea,,. be
nerd for design of deennstaina deices and may nos be eand for lager
ehanneb.
User Input Data
Calculated Value
Reference Data
Designed By: Justin Fetzer Date: 12202021
Checked By: Raymond Hoffman, P.E. Date: 1/17/2022
Company: HNA Engineering, PLLC
Project Name: Hood Creek Soils Co., LLC
Project No.:
Site Location (City/Town) Lenoir
ChannelMaterwav Id. SCC-7
Step 1. Select a imec mateeul +vinbk for ode ennddioea and app5mhnm
Deoce— morhuess coe®vem fie. mww6owoee apni5caucm m Table
8 05e, pare 8 05.10.
Uner material Straw with Net
Roughness coefficient, n 0.033 Table 8.05e Table 04
Permissible velocity, Vp
(fvs) 2.0 Max. allowable volocayforbare soil
Sr, I Cak le We normal flow depth rein,, Mannueg s eguenoo (Fteu,
805d). Chackro+ee War depW,+ a+inew vuW Wal as+umed fa nlnnuv
\fanning s n m Fipare 8054 pare 805. 11. Fm sm W runoffs F,r+ve S Of
a+ciemiy drBmd. Recommended +oluuom cm be delnmuxd br u,mz
We Sl., equation
Slap 3. Cakobre+hem'""' ar weow deptl
Step 4. Compve computed Weu +Hess with de pn.nrble shear anm+fm
We lmn.
Step S. if eomynlad ahev a pew. Wan pamirv.ble Wea. adp+al ehmnel
Wmennnm to nduce +bass, v +elect a mwe tevuaoa Imma and «pear we,
1 IWouph 4.
Design storm 10-yr
Required Flow, D (cfs) 16.65
Unit weight of water, y
(Ib/Ba) 62.4
Channel slope, s (fUB) 0.057
Permissible shear stress,
Taud (lb/R?) 1.45 Table 8
m
n
~
ao
u
Trapezoidal on
89
M's
Finure 8.05b
(rc)
(R)
(it)
(fl°)
(rcl
3 4A 1.00 10.00 7.00 10.32
0.00 0 0.00
0.00 0 0.00
Roa-
be 'Del
O
>
~
a
`m
02
>
VaU
(rc)
(Ns)
(as)
N
¢p
w
wo
5
068
0.033
8.34
Z W
58.4
0
3.57
rc
2
101M
0.033
#DIV/01
R
#DIVNI
0.0o
0
2
e
2
2
#OIVIOI
0.033
#DIV/o!
#DIVNI
R
0.00
O

NOTE: This procedure is for uniform How in channels and is nor to be
used for design of deenergiring devices and may sot be valid for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: Jusfin Fetzer Date: 1212D2021
Checked By: Raymond Hoffman, P.E. Date: 1/172022
Company: HNA Engineering, PLLC
Project Name: Hood Creek Soils Co., LLC
Project No.:
Site Location (City/Town) Lenoir
Channel/Waterwav Id. SCC-6
Step 1. Select a Imer mattsut smuble for ule condimms sod .Whcauco.
D... mu,hvns .—M., eum woufactwn's spccJAcauou. w Table
S OSe, p,, 8 05.10-
Liner material Straw with Net
Roughness coefficient, n 0.033 Table 8,05e Table 8 0I
Permissible velocity, Vp
(Poe) 2.0 Max. allowable velocity for bare soil
Step 3. cdconate We amend Hew depth us , %[..aa s puaon (FFruce
8.05d). CTrckro gee Wet GpW ncomiumt u,W W.I luumed fw selecum of
V.mvinF s n iv Fi,we 8 054 pa,e, 05.11. Ftt swalle .M Fi, v. 8 05d
mtaAafined. Hecommmded soluuouscm be detnm�oM h'usmg
an \la®w,'egvauatios
Step 1. Calculate she= suns at nwmal depW.
Step 4. Compase computed sheac Suess aiW We Mcu.nble she. sness fot
Wermn.
Step I. If computN she. n ,.on Wan pmanuble chew, ad sl cIaoml
dimmueas to mluce sheac, ec select a mwe c... no, lain, repeat peps
1 Wmurh 4.
Design storm to-yr
Required Flow, Q (cfs) 2.025
Unit weight of water, y
(Ib/Ha) 62.4
Channel slope, s (ft/ft) O.O68
Permissible shear stress,
Taue(Ib/ftr) 1.45 Tole 8.�
Ro,k 4t.,k A� s Ao be-
dleik every 30-Fee_k
N
n
a
c
so
m
Trapezoidal ti
a
m3
sa
ma
;,„2 30!
x
>u
>
>u
Figure&05b
(ft)
(ft)
(H)
(ft') (H)
(H)
(Bls)
(ds)
(Ibat°)
A�
I M
I M
m O
m
N
on O
¢
3 4.0 1.00 10.00
7.00
10.32
am
0.033
9.10
M W
63.7
O
4.26
e
0.00
0
0.00
#DIVAI
0.033
p01Vro1
a
#DIVNI
0.00
0
>
>
0,00
0
0.00
aDIV/JI
0.033
aDIV/01
a
IsDIV,DI
0.00
0

SPL> - Z
SGG- q

- kv.
=M;

u
SINGLE FAMILY AREAS
MULTI UNITS, DETACHED
MULTI UNITS, ATTACHED
SUBURBAN
Q2 Flow 6.61, LIGHT AREAS
Q10 Flow 8.78 HEAVY AREAS
PARKS, CEMETARIES
PLAYGROUNDS
RAILROAD YARD AREAS
UNIMPROVED AREAS
STREETS:
ASPHALT
CONCRETE
BRICK
DRIVES AND WALKS
ROOFS
LAWNS:
SANDY SOIL, FLAT, 2%
SANDY SOIL, AVE., 2-7%
SANDY SOIL, STEEP, 7%
Revised 11/25/2008 TGH
HEAVY SOIL, FLAT, 2%
HEAVY SOIL, AVE.. 24 '
%
HEAVY SOIL, STEEP, 7%
AGRICULTURAL LAND:
BARE PACKED SOIL
SMOOTH
ROUGH
CULTIVATED ROWS
HEAVY SOIL NO CROP
HEAVY SOIL WITH CROP
SANDY SOIL NO CROP
SANDY SOIL WITH CROP
PASTURE
HEAVY SOIL
SANDY SOIL
WOODLANDS
0.7-0.95
0.5-0.7
0.3-0.5
0.4-0.6
0.6-0.75
0.25-104
0.5-0.8
0.6-0.9
0.1-0.25
0.2-0,35
0.2-0.4
0.1-0.3
0.7-0,95
0.8-0.95
0.7-0.85
0.75-0.85
0.75-M5
0,05-0.1
0.1-0.15
0.15-0.2
Length of overland flow
1300.000 _
feet
Surface Mannin s in
Meanings "n" for surface
0.020
1 Smooth Surface
0.011
Bare Firth
0.020
Avers a watershed sloe
Constant alpha
ft./ft,
29.324
Fellow
Cutivated 4, 20% Residue
0.050
0.060
Constant an
-
Cultivated>20%Residue
0.170
Weighted Runoff Coefficient
0.3
Grass. Short
Grass, Dense
Grass, Bermuda
Woods, Light
Woods, Dense
1
0.150
1
0.240
i
0.410
0.400
0.800
of Duration
the Rainfall
Overland Flow
0.13-0.17
0.18-0.22 Calculate theS
0.25-0.35 Calculate thec
i (Inches/hour)
I.(hruces)
3.goy/hde:WdS/Orh/nO ctds html
7.5
3.48
6
3.81
506
4.08
3.67
4.64
2.39
5.50
1.46
6.70
1,06
7.62
0.69
9.05
044
10.84
0.28
12,98
Values for the Corresoondina Times of
Duration from the NI
Ito (rh nines)
Sum these three components.
0.3-0.6
(shallow, Concentrated Flow
0.2-0.5
Paved
0.3-0.6
Flow Len ih
�4
02-0.5
Slope
.9
0.2-0A
to(nninutes)
0.0
0.1-0.25
Lin aved
Flow Len ih
500
0.15-0.45
Slope
0.155
0.05-0.25
te(hinmas)
1.3
0.05-0.25
Total Time of Concentration
(Channel Flow
Flow Len th
306
Sloe 1
1 00158'
Hydraulic Radius
8'.
Mannings in
oxiii
in hruiro ss7 10.4
6.5 Total
q

This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User In ut Data
Calculated Value
Reference Data
Designed By:
Justin Fetzer Date: 12/30/2021
Checked By:
Raymond Holtman, P.E. Date: 1/17/2022
Company:
HNA Engineering, PLLC
Project Name:
Hood Creek Soils Co.
Project No.:
1
Site Location (Cltyr town)
Lenoir
Sediment Basin Id. SB-2
Total Drainage Area (acres)
3.9
Step 1. Deteewrrc peak flow. Q,a. for rise ls,—dso—g,, uee (Append;, 8..03)
Q10 (Cfs)
8.78
Step •_. Det<rmiveamnte Gmiumws faa the udwmtpool elesenov. etssngency
spillway or tap of the item
Minimum pool elevation (ft)
1128
Maximum pool elevation (it)
1124
Step3. Detem.snebaslwsoluaw,
• Cosupurc nsiwummn volume required (I800 fit/acre disturbed)
• Sp u6- s,&.xnr elearwut level to be.marked on nser (one-half the eleuieu
vol.me ref .ed it, the top of the met) and sed., storage vea ro be
cleared after the it..,, built.
Disturbed acreage (ac)
3.9
Min Volume (fte)
7020
Sediment cleanout elevation (B)
1126
Sediment Storage Area
Step 4. D,t. area and shape ofbosm
• Check length width ueo (should be 2:1 to 6:1).
• Conpme the basin surface mew at prnnpal spillway elnahon
• Check rise ratio of Wsia,.,face aea to peak nBorc one (should be peater
.hair or eq.ul to 435 B'. cfs) Fmploy disenims with addinonal naps and
basins w reduce area drained.
Determine barrel capxuy required for site conditions (nmummon capinw for 0-
is the' -)ear peak rtmof. Q:
LengthWdth ratio 2
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (it') 6000
Ratio: basin surface ama/Q,a 683.3712984
Is ratio >= 435 fte/its? YES
Step S. Determioe the principal spillway discharge capacity
The ibin d capaarws of the preactpal avd ermgeney apillsvo), arms be
at least the 10.. peak flow foe dw enure watershed fthe basin
The i,mwipal apillwa, is analyzed or duee possible humu.g ff., nyea.
Weir Be, Orifice floss, aid Pipe floc The peincipal spolo y diuhatge
capacity is the snaBest of these duce flow rates Dsuherges thrmsgh o
skimmer ,Wind be diuegarded dtumg the, computantat llev, of het, avd
pipe flow may be detnmioed by the foBmsiog oetuanom:
1. Rev Flow O=CLM=
where:
O = ei ubarge to cubic feet per •ecomd (eft)
C =weir coefficient use 3.1 far emmgated metal papa nets.
L = cvn.mf nmoe ofthe user m free
H=head abm'e minis tin feet

Weir coefficient, C 3.1. Cc..=311
Riser circumference, L (fl) - - 1.5
Head above riser crest, H (fl) 1
Ow (cis) 4.65
2. Onfice Flow: O c CA (2gHpe
where:
0 = dscheige is cubic feel per seeovit (cfs)
C =orifice coefficient. use C = 0.6 for corrugated metal pipe rues,
A= cross-wcuona) area ofthe riser pipe in square feet
g = acceleration due to grasity. 32_2 fusee°
H =head above riser crest in feet
Orifice coefficient, Co
0.6 Ccmp=0.6
Riser cross -sectional area, A (112)
1.76625
Aceeration due to gravity, g (fl/s2)
32.2
Head above riser crest, H (it)
1
Discharge, Oa lots)
8.504452482
"h
e Flow-. O=a�)++RaL
3, trip[:n
where:
0 =discharge in cubic feet per second (cB)
a=cross-secooml area of the barrel in square feet
g = acceleration due to gnsity. 32.2 Nsec
h=head nbcwe the centerline of the runlet end of the barrel
K. = coeficiem of minor losse, cm be assumed to be 10 for
umstprincipal spilissmy systems
L =I mrd length in fees
Ka =p efricnoncoeffic...
5087nr (See Table 0P1a for Ka ,-.hues for
- diva common siu ofpipe.)
n = Nbea ag's coefficient of toughness. use n =0.025 for
corrugated rued pipe
n = 0.015 for u im oaced conane pipe
di = uoide, diamelcr of the betel in inches
Select nser and barrel dimensions so that the riser has a ct.-we.... W urn
at least 1.5 umcs dar of the barrel. Spillway hydraulics are improved by
nunindaing weir flour and mwimiung orifice How See Table 907b for
recommended user:bmrel paotemom.
Barrel diameter (it)
2
Barrel cross -sectional area, a (112)
3.1
Aceeration due to gravity, g (fl/s2)
32.2
Head above outlet end of barrel, h (fl)
7
Minor loss coeffcieint, K.
1.0
Barrel length, L (fl)
87
Mannings coefflenct of roughness, n
0.025
Inside diameter of barrel, d; (in)
24
Pipe friction coefficient, Kp
0.04593
Discharge, Q. (cfs) 27.24120941 47.165759
RISER
Sebc, nail nur and band dmnums Use de weu. o,ifim crud p,, flow
eiremsesidammim,fCue:-><ape...wfi—Fusedwa, aevcamg
de emttgmcy,pClway. lkittm,m,isn ,ire 6om Figme FOA. Check the
head seat imp «quvemm,s. If de design imp m we bagh. choose letter
d;membmaad,KabwmntdmNa . na.mamum e eln aide, sum.,de Table 8.07b
same eknden as de crop ofdn sed,mmtpml...\mm height 2 m!,imes do
band diamntt m,KcmmevGd. Se1.1flm �peofm5gu.d.
Select. loran., des',, U, sl,mmer o used nfm m de mambomets
denumve da .Table 6N he,
smp6. De.®mbse,,,i.uo
Eosurc W, smzeep collus me m cbstt dan _s fl Lem a ppeaobl Cad.
rum, pgen a lean 15 6flom de p,pe. Indc.e wae,ugm mmecueos.
6np 7. Deu®.p1locus. blow
resonant de weigh, of na,a dupbced br Use amps, mun. and deupa a
blot uie bm5'ant weight 1.1 tan use wemut oRoatt d,splaced
Weight of water displaced by the empty riser 64.2
Buoyant weight 70.62
Smpa. Dewgooudo
Do.. 5silmr, "I., a. de betel Desim coda p,meNm w
assure stable mndieens Rip,ap phemis a, n usmllp istcetse, rsppo,dis
Kw=1.0 (typical)
ncnp=0.025 nRCP=0.015
Table 8.07a

506y
Discharge velocity, V (ft/s)
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Desipm.'eney' spillway.
• Determine me tegvued capaeitr, for me—,potoy,p V'n
0, = a.,-0, 10,- O,1
• poor Tabkla�. Tabl GMW. tbe,aNb and dope of the oulkt.
d<p.'jo rnmilcmeted IDeennW.the Aid-bvntm x�dma and
law- nape, m w.rmee can adxm- n sap-v�wl
mm
• An accewable.lmmu,'e is W tau trine win egwom
0 = CLH'-
Rave mu option u mud the mamm® a+lw of C sheWah 8. L
i, mehnomwWmof me,pillo'aY at the aMHis Wedepthar
flow ahax me sp�IMaY veer W fort. Hou Mbinmm8 s th.mel egw'mn
ahW. vnthu,edrouvemetpolway coat. Hv nahvoldh mM
to see., the We <hemvel below the speMry e,e.teem.
• The tool of th emvgemy and wmciple spd ay cap+cioet moil tewl
m eueeS to teawed to.,. peak di,chu'
• Set the ele"o.. ofthe u<al oftbe.,tecy spM—, a minimum of I
fool.bo" me we. of the thee.
OPTION 1
010
Do
Emergency spilway rapacity, Q. ids)
8.671146267 15.013327
Table 8.07c
Table 8.07d
OPTION 2
8.78 Weir coefficient, C
4.65 Boftom width of spilway crest, L (ft)
4.13 Depth of flow above spillway crest, H (ft)
Emergency spillway capacity, Do (ds)
Qp+Cat
8.78
Does (Qp+Qe) equal orexceed Q10? YES, PROCEED
sop 10. Spiaw.y apwwm axbw.
Adjust the spll av atigument st Wet the c® l uxnm tad oust uonox
naipb. the-oavte wields l
uldh Id.Sthe'm
—oanwatha xthtto. v1 vo[mAecw<wm<ob
<hml foWd slope tmamath<muoo m Ins may 2a;.
Width of control section (ft)
15
Width of entrance (ft)
10
Slope of approach channel (%)
3
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step11. S,olm—toom.1—o.
• L«me We'wool to oon a the "'no, oev wheie it Wlasvm me
.vmvan a fore cmtetl afore dam
• Keep, a boil meet to enma at kasl 20 n ti ,ueaw form me toilet and of
me..I axnrn to mswe a suvelu al'mmml
Sih date„MWd he 3'1
Step 12. Noe spaw.r a t.-
- Spihxay nit %oWd a tper ,dh do covuol tecueo tvd hate me same
btrtom x,dm cod tide slopes.
• slope shoold h sufleo. ter wtvewsvpnmtica flo, but meth sore n
dtn vm neaw vtu,r aelx�nes im sne <tvdinwt (Stay xidw ,lope
,Ape, m.pwop. oe hnpv table,)
• Enevd th earlchamello o pooit whom die —'et maybetdwsedx mout
d.m ge.
Step 13. Sere the embanl nit.
- Set me dntpn et-xnco ofthe nip oftbe dam a mimmon of I ft abme me
water am face fv the eletipn floor oi me <mergmcY ,pdhay.
• Coasnwwd bvgN shcold h I V. pmty them me door. m Wlow for
,eidemmr
• Eau nip mdm an me hype height
• Set vile slop- 251 or e.nv
•Dekemiw deem olcmolTomcL fiom sue batmen 11 b"deateadtva
stable, held ,ad by- (a minimum of 2 a deep).
• Sele t bvmw sde ehe.,to, ypallway m, All Amide a s'wficmt
amowt of Sll.
0
4.65
NO, REVISE DESIGI`

Step 14. Erosion control
• Locate and desipt diversions to gsatect embankment and spillway
(Pracdet Staadar:!s and Spec$cadom: 6.:0. Temporary DA•erriona).
• Select surface protection measures to control erosion (Praalee Standards
and SpecVfcado= 6.10, Temporary Seeding. 6.14. Mulching. and 6.15.
Ripmp).
• Select groundeover for earergeney spiilnay to provide protection for
design !lour velocity and site conditions. Riprap stone over geotexale
fabric may be requited in erodible soils or when the spillway is not its
urA%ttrbed soils.
Step 19. Safety.
• Construct a fence and install warning signs as needed.

Spillway Capacity Spreadsheet
Userin ut OMa
Caleuktad Vaica
RMarenm Oats
Designed By: a FNeer Was: 120001
ClleekeO By: Rarm Hoffman,M Data: OtN>@
C."p : NNP E.*.ft.F c
ProleM Name: Hwa Gea4 Cm.wc
Pro W No.: 38-2 pea 2
C�rpm•.y
Flml
ena.srm.w
veol
a I
Wl v
wnmrm llnemmn•e
1
�
IN }
Nxa N�u•tl We
m.4w•II
}
WMusN
NNwve n.
..ems.
sea-..
L..e
ra.P,a,
prow
rNa..m
Pipe Flow
Fun
In1M Control
dMce
Weir Flow
Orifice Flow
Rker
PlMry
B Ilhn Flow
Emergency
8 Bhw Flow
Total Spillway
G c
I*t linen (a)
112000
Ce 08
C,W EMrvetlan(I)
0
CreM Elevatlon(a) 1120.00
BNIam EMwtlon (a)
1126.0
Outlet lmee(0)
11,600
M.M I
ROo9h Cemenl(-0.015)
PIpa ow.N (h)
0
FM 01ameMr(h)
2/
Baeom Wlam
12
L.e M)
24
K.
1.0
Bea
Boa
Mena0ln
0.015
MLm1g3o
L(a)
0
L(M
2
WN EReatlm O-C LH"
Ue (M
117
W (R)
0
W (6)
2
ao
0.017
Ps TNAe
501a
c-
2.8
Broa ar?)
3.1
c-
3.1
C.
as
Nee (Be)
11.1416
EMrNIm
H
0
QMIt
H 0
N
0
H
0
0.
ElwNbl 1Mtl
0
0Na
cfe VN
c
qa
asch
Ne
C
1125.00
8
36.92
11.43
4.00 3028
1125.00
0.0
6.0
119.883
0.00
1120.00 DM
OW
0.00
IIVM
1
33M
1069
3.W M.10
1124.00
0.00
4.00
101228
am
1127.00 1.00
33.60
33.60
1123.00
8
31.11
OM
2.00 21.36
1123.00
000
3.00
92.8802
am
1128.00 2.00
95.04
96.04
1122W
5
28.10
9.04
IM 16.12
1122W
0.00
2.00MR205
0.W
1129.00 3,00
111.59
111.59
1121.00
1
25.10
808
0.0 0.0
1121.00
O.W
1.00
53.6132
0.0
1130.00 400
268,80
268.80
IMM
3
22M
700
-1.00 MUMI
1120.00
0.00
0.W
0
MUMI
1131,00 5,00
316.80
#NUM,
4111
pNUMI
mum,
epN:1 MUMI
O.W
am
-1120.00
pNUMI
MUMI
OW 0.00
O.W
pNUMI
-1117
MUMI
MUMI
NMfa MUMI
"a
DM
4120.00
mum]
MUM]
ON O.W
am
#NUMI
-1117
MUMI
mum,
aaam MUMI
0.W
O.W
-1120.00
MUMI
MUMI
O.W O.W
DM
MUMI
.111,
MUMI
mum,
flwFi MUMI
am
uW
.1120.00
MUM,
MUMI
um am
UM
pNUMI
.1111
MUMI
MUMI
MIH MUMI
0.W
O.W
-1120M
MUMI
MUMI
O.W 0.0
aW
pNUMI
-1117
MUMI
MUMI
Maw pNUMI
oW
O.W
-1120.00
MUMI
mum?
O.W O.W
0.0
MUMI
-1117
MUMI
MUM1
WMa MUMI
am
0.W
-1120.00
MUMI
MUMI
O.W am
oW
#NUMI
4111
MUMI
MUM,
aaaa MUMI
am
am
-1120.00
MUMI
mum
O.W am
0.W
FNUMI
-1117
MUMI
mum,
WHI MUMI
am
am
-1120M
MUMI
m hfl
0.0 O.W
am
RNUMI
-1117
MUMI
MUMI
Nlafa a M1
am
am
-1120.00
MUM,
MUMI
am am
DM
pNUMI
-1117
MUMI
MUMI
paw MUMI
am
O.W
1120.00
MUMI
MUMI
O.W O.W
IN
:NUMI
-1117
MUMI
mum
M MU31I
0.W
am
-1120.00
MUMI
M W
am am
am
#NUMI
-1117
MWI
MUMI
a MUM1
0.W
aW
-1120.00
MUM,
M W
O.W am
OM
/NUMI
AW
MWI
MUMI
MMa1 MUM1
am
am
-112000
MUMI
MUMI
am am
&OD
/NUMI
IPE FRICTON eOEFHCI
PIPE rMIERW. COEFFlCIEM
$m00111 cemem lmr 0.013
ReuMl Lemm,(m0 0.011
cawwdMMNN (m 0.015
SmooN BMN (n•0.0 0.018
Rlwlea s1..11mo.9 9.oz1
tin Len m0.011

Channel specifications
Cross section Semi -circular
top width, T= 2y
free-1—
board,F radius =y
depth, y
wetted
perimeter,
P
Design Most efficient design_
Channel slope (s) 2.7 % 8
Manning's
coeff. (n) Unfinished concrete fQ,01 Z)_ 8
..-...... 1......................
Water flow depth (y) 1 ft
Top width m
2ft ,
Channel water flow output values
Cross -sectional area (A) 1.5708 f:2
Wetted perimeter (P) 3.1416 ft•
Hydraulic radius (R) 0.5 ft
This field is calculated automatically, you cannot change
its value manually.
Freeboard (F)
0.1 ft••
Mass flow rate (V) 9.048 fits
Volumetric flow rate (Q) 14.212 fO/s •
We're hiring! Embed O Q I^ (::::=
Open Channel Flow
Calculator
Created by Kenneth Algrl
Last updated: Aug 23, 2021
V'110VV9 3,p
Table of contents:
o What is an open channel flow?
o Qpen channel flow equations - what affects flow
fate,,;
o Manninggpgajon open channel flow
o Most efficient cross-section of open channels
o Slsjng our open channel flow calculator
This open channel flow calculator will help you find
water flow v oci . and volumetric flow rate through an
open channel, given the channel's roughness
coefficient, slop_e and cross -sectional area.
In this calculator, you will learn how Manning's
equation works and how to use it to determine water
flow. You will also learn about the most efficient cross
sections of open channels. Keep reading to start
learning.

Ct.�V-c-T 4
Channel specifications
Cross section Semi -circular
top width, T = 2y
freeboard, radius
depth, y
wetted
perimeter,
WP
Design Most efficient design_
Channel slope (s) 4 % 8
Manning's
coeff. (n) Unfinished concrete (0017)! 8
Water flow depth (y) 1.5 ft-
Top width 1.5 ft
Channel water flow output values
Cross -sectional area (A)
3.534 ft'
Wetted perimeter (P)
4.712 ft
Hydraulic radius (R)
0.75 ft
Freeboard (F)
0.15 ft'
Mass flow rate (V)
14.43 ft/s
Volumetric flow rate (Q)
51 fta/s
CJ�' .Send this result
Qto = ZD.25 J5
We'rehiring! Embed (2)& in -- -
Open Channel Flow
Calculator
Created by Kenneth AlambrA
Last updated: Aug 23, 2021
•IVrrI
Table of contents:
o What is an open channel flow?
o Qpen channel flow eouations - what affects flow
rate?
o Manning,gquation-open channel flow
o Most efficient cross-section of open channels
o U5ing our ol2en channel flow calculator
This open channel flow calculator will help you find
water flow yeloci _ and volumetric flow rate through an
open channel, given the channel's roughness
coefficient, slope. and cross -sectional area.
In this calculator, you will learn how Manning's
equation works and how to use it to determine water
flow. You will also learn about the most efficient cross
sections of open channels. Keep reading to start
learning.

NOTE: Thh procedure ft for oviform flow In channeh and is nar w be
used for design of deenergfrfag devhes and mar od1 be rand for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By:
Justin Fetzer Date: 12/20/2021
Checked By:
Raymond Hoffman, P.E. Date: 1/17/2022
Company:
HNA Engineering, PLLC
Project Name:
Hood Creek Soils Co., LLC
Project No.:
Site Location (Cityrrown) Lenoir
Charmel/Waterwav Id.
SCC-9
SIR 1. SNen a Imn masnul listable fir vu .4.11. and appeotioa
Delermme smghne.s I—ffi e , ficm or Table
8 056, page 805.10.
Liner material Straw with Net
Roughness coefficient, n 0.033 Table 805e Table 805f
Permissible velocity, Va
(ft/s) 2.0 Max. allowable velocity for bare soil
Sup 2. Cakohu We nam+l Bart dry& vsme Wmmat enuanoa (F�eme
805d).0 kIo sw rhal doo is crosisuvl uiW rhal assumed fm ulcctiw of
\fanvieg an aFigwe8054 W8e805.❑ F..11Irmooffa Fi8me605d
a alaaclenb .mw. Rec®mmeee solmvm cmhdnmm�AFjvmp
We hfasmivg nlmtim.
51ep 3. CalcWae shear mess o msmai ft h
Sup 4. Cnmpue mmpuud sheu suers urW the pnmsuble saesr mess for
Uk mta.
$1, S. If campulad shev Is pee. Weu pumsssble Shen. adN,, chmvei
dimmums w udvice sbeu. Is, ulttr a mme reustwt Imm3 sad upeas steps
1 IAvugh J.
Design storm 10-yr
Required Flow, Q (cfs) 8.76
Unit weight of water, y
(Ib/fte) 62.4
Channel slope, s (ff/ft) 0.075
Permissible shear stress,
Taud(lb/fe) 1.45 Table e05a
&A- J e -Ac- " cs ie ry 30-34-,
m0
�=Q
�C
av
Cm
�
Oc
b6
61�i
ug
Trapezoidal
Figure 805b
(ft)
(ft)
(ft)
(ft')ta
(ft)
(ft)
(NS)
(cis)
(Ibe)
w
w
WQ
3
4.0
1.00
10.00
Z00
10,32
0.68
0.033
9.57
z rc
67.0
0
4.71
e
i
0.00
0
0.00
xolvrol
0.033
xOwml
x
aolvro!
x
0.06
0
0.00
0
0.00
a0lvro!
0.033
a0lv/01
aDlvro!
0.00
0
e
e
0.00
0
0.00
MV101
0.033
a01v/0l
aDIVro1
000
x

SOLE: Ili procedure is for ooiforto aov w rhanoels aad is nor to be
used for deaigo of de<nergiring doirer and mar not be reed for larger
channeh.
User Input Data
Calculated Value
Reference Data
Designed By: Justin Fetzer Date: 12/20/2021
Checked By: Raymond Hoffman, P.E. Date: 1/17/2022
Company: HNA Engineering, PLLC
Project Name: Hood Creek Soils Co., LLC
Project No.:
Site Location (City/Town) Lenoir
Channel/Waterwav Id. SCC-10
Step 1. Select a ti monist .wmbk for vte cmdiema and applicanne.
D.amwe mvabnns c «91nmt fivm mmulamun's specWcaoovs m Table
80R. l 805. 10-
Liner material Straw with Net
Roughness coefficient, n 0.033 Table 8056 Table 8 05f
Permissible velocity, Va
(fus) 2.0 Max. allowable velocity for bare soil
Step 5. C'k b, 4ae sotmal dorc dNm usme \imnme i egwnoo (F'e.e
8.05d).0 km see dul deptL is cemiuentxnh ghatassumed£. selectiovaf
nnonugsnw Fi8ure 8.OSd. pa8e805.11. Fm vmWn.etas Figuro SOSd
nets d
the bob. aecommeneed mmoom rm be dnetmmedgmwe
3lavwng equation.
se, 3. Calc le+be= stre+s at animal dep
Step 1. Campue romputM shear+nns vs0 do pn—n+ble she. sons for
UK Iwo.
Ste, S. If competed +be. +s poem dmu p ,m ble ahem, adrust rham<I
dimemtom to trance we,r. or,elert a mete .....1. hau, and, P .b +top:
I ttrougb a.
Design storm 10-yr
Required Flow, Q (cfs) 8.78
Unit weight of water, y
(Ib/fta) 62.4
Channel slope, s (ft/ft) 0.080
Permissible shear stress,
Taud (lb/F) 1.45 Table 8.05a
yoQ
vE
Trapezoidal 0
m
Figure 8.05b
(ft)
(ft)
(ft)
(ft')
(ft)
3
4.0
1.00
10.00
7.00
10.32
000
0
0.00
0.00 0 0.00
kc^'4�-K- GL1zL� �r..N-5 �vcry
>
O
r
rc
iW
Eu
>
>0
Q0
00
be
(n)
(fus)
(as)
(roml'1
m Ce
w
be
0.68
0.033
9,84
M rc
68.9
0
4.97
rc
e
e
g0lvro!
0.0a3
tt0lwol
tt0lvrol
Z50.00
0
i
gDlvrol
0.033
tt01VID1
>
#DIVMI
tt
D.00
0
0.00 0 o.OD #DIVrol

NOTE: This procedore is for dwfo. fear in ch..nels and is nar to be
med for de,ig0 of d«nergiring deices and may net be r.Ud for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: Justin Fetzer Date: 12/20/2021
Checked By: Raymond Hoffman, P.E. Date: 1/17/2022
Company: HNA Engineering, PLLC
Project Name: Hood Creek Soils Co., LLC
Project No.:
Site Location (City/Town) Lenoir
Channel/Vaaterwav Id. SCC-5
Slop 1. Sekce a Tina ma.W +mubk fox ua cmdlom+ and aMficauon
D..mioe m,An— «Blnent from m+auF nine's ape<i5<auoo, m Table
S 0S' page 8.05. 10- c
Liner material Straw with Net
Roughness coefficient, n 0.033 Table 8.05e Table 8.0Sf
Permissible velocity, Vp
(fus) 2.0 Max. allowable velocity for bar, soil
Step 2. Calc,late Ise nermal am depW using \laming s egaanon (F,gme
905d). Ch kto see Wet dep &, comiumt unW that asramed fin+ekcuoa of
.%I ; SanmFig e305dpa1e805.11. Fot m rnnoC+Figme305d
is mlav clealr deB«d. Recmwaded anlwnm cm Gd..m„ed lry mmg
We \IamWg equation
5dep 3. Cakulaor b . +,.ul n,m+r d'p
51, a. C.,.ss c,mpuad shear men u,,W We pmmuubl, chess seen fin
We tin..
$1, $. 1f <ompulM chess a peaux Wan permosible Wea, adlusl <ha,vel
d.,nm ro rtd«e sbe+x. or ukn+ mine resinam tioinE and aepe+r reps
1 W,ough a.
Design storm
10-yr
Required Flow, Q (cis)
2.025
Unit weight of water, y
(Ib/ft)
62.4
Channel slope, s (ft/ft)
0.089
Permissible shear stress,
Taud(lb/ft)
1.45 Table 8.050
~
a
c
m
m
s5
a
hoe
m=
as
@
a$b
ma
am
m"
m
3
Trapezoidal y
m
a
m
Roure 8.05b
(ft)
(ft)
(a)
(ft)
(ft)
(ft)
(ft/s)
(cfs)
(Ibllla)
m
w
w
wo
O
S
3
4.0
1.00
70.00
7.00
10.32
0.68
0.033
9.18
M ¢
64.3
0
4.33
¢
e
e
0.00
0
0.00
aDIVMI
0.033
aDlvrol
a
aDlwOl
#
OOD
O
e
e
0.00
0
0.00
pDIV/01
0.033
401Vro1
aDIVNI
a
000
0
e
e
0.00
0
0.00
#DIV/01
0.033
aDIwOI
B
#olvml
0.00
a

NOTE: This procedure is for ..if.. Bow iY ,h...eh a.d is nor to be
.srd for design of dx n.,, W.g dnicrs and may not br r.Ud for larger
channels.
User Input Data
Calculated Value
Reference Data
Designed By: Justin Fetzer Date: 12/20/2021
Checked By: Raymond Hoffman, P.E. Date: 1/17/2022
Company: HNA Engineering, PLLC
Project Name: Hood Creek Soils Co., LLC
Project No.:
Site Location (City7Town) Lenoir
ChannelMaterwav Id. SCC-6
Step 1. Seim a burr matet.l iwtable fos, am ce &.. rod aWhcao..
Dec.— t.ugimnt coe6ctenl fin- vault .'s specific..... m Table
8 05e. pile 8.05 10.
Liner material Straw with Net
Roughness Coefficient, n 0.033 Table 8.05e Table 8.0St
Permissible velocity, Va
(fus) 2.0 Max. allowable velocity for bare soil
Step 3. Calcubte the normal eme depot mina 51ann:agl a ryinon (F¢me
8.05d). Check to see that depth is conutlrni w1ot that assumed fot ulectiw of
Jlnming s n in Fig., 8.05d, page 805. 11. For smaller more. Figure 905d
it mtmcle.it'defived. aecvmmenda -Itatomcauixdete:mtrcdbymmg
the %h000g egmti.v
51, d. C.k . Oct. tans It naamal depth.
Step 4. Comp.e computed the. suns Nath the pnmt.rble shear 1o.11 rot
the ion.
Step S. Ifcompulad We. Y peal. than Mnuouble she.. ad/mt citamrl
dm ,. in tod.ce she.. or.1.1 a more li,lacst bnmg and tepr. steps
I Wtougb 4.
Design storm 10-yr
Required Flow, Q (cls) 18,225
Unit weight of water, y
(lb/ft) 62.4
Channel slope, s (ft/ft) 0.075
Permissible shear stress,
Taud(Ible) 1.45 Tabled 050
>
5
s
as�S
o
mx
ma
ag
r=
v�
Trapezoidal y
f
9
e10a
>"�
3
E 3
>
> 0S
d
u u
w S
Figure 8.051b
(ft)
a
(ft)
(n)
e;
(ft)
MW
(ft)
. W
(0)
(Ns)
(ds)
w w
(Ib/tta)
¢o
w
to
z
3
4.0
1.00
10.00
7.00
10.32
0.68
0.033
9.52
ZI of
66a
0
4.66
oc
'e
e
0.00
0
0.00
#DIVNI
0.033
#DIV/01
#DIVNI
x
0.00
O
0.00
0
0.00
#OIVNI
0.033
#DIV/01
#DIVNI
0.00
0

DrCc(nC'ye J Ceck0.
Ss- 3
CIvcr�— 1
SCC. - 3
sC-(,-- - y

�� r

Watershed Basin Number
Total Drains a Area
Rational Method for Flowre
SubareaA acsSubarea
A Runoff Coefficent
7025
Subarea S acres
Subarea B Runoff Coefficient
Subarea C acres
Subarea C Runoff Coefficient
Subarea D acres
Subarea D Runoff Coefficient
[Weighted Runoff Coefficient
0.3
2- ear Rainfall IntensityIDF
5.
10-ear Rainfall IntensityIDF
7;
RUNOFFCOEFRCIENT
LAND
BUSINESS:
DOWNTOWN At
NEIGHBORHOOD AI
RESIDENTIAL:
SINGLE FAMILY At
MULTI UNITS, DEFA(
MULTI UNITS, ATTA(
SUBUI
INDUSTRIAL:
Q2 Flow 15.42 LIGHT Al
Q10 Flow 20.25 HEAVY AI
PARKS, CEMETARIES
PLAYGROUNDS
RAILROAD YARD AREAS
UNIMPROVED AREAS
STREETS:
Revised 11/25/2008
TGH
CONCRETE
BRICK
DRIVES AND WALKS
ROOFS
LAWNS:
SANDY SOIL, FLAT, 21A
SANDY SOIL, AVE., 2-7-A
SANDY SOIL, STEEP, 70A
HEAVY SOIL, FLAT, 2%
HEAVY SOIL, AVE.. 2-79A
HEAVY SOIL, STEEP, 79(
AGRICULNRALLAND:
9AREPACKEDSO/L
SMOOTH
ROUGE
CULTIVATED ROWS
HEAVY SOIL NO CROF
HEAVY SOIL WITH CROF
SANDY SOIL NO CROF
SANDY SOIL WITH CROF
PASTURE
HEAVY SOIL
SANDY SOIL
WOODLANDS
C
0.7-0.95
0.5-0.7
0.3-0.5
0.4-0.6
0.6-0.75
0.25-0.4
0.5-0.8
0.6-0.9
0.1-0.25
0.2-0.35
0.2-0.4
0.1-0.3
0.7-0.95
0.8-0.95
0.7-0.85
0.75-0.85
0.75-0.85
0.05-0.1
0.1-0.15
0.15-0.2
Solving for Time of Concentration
Kinematic Wave Theory
Tim r m,mtm ve,,,e '
Length of overland flow
1300.000
Ifeet I
Surface Mannin s n
Mannin s "n" for surface
0,020
ISmooth Surface
0.011
Bare Earth
0.020
Average w2hed sloe
0A61
ftlft.
Fallow 1
0.050
Constant alpha
1 29.911
C-it ivatetl 4=20%Residue
0.060
Constant an
1 1.667
Cultivated > 20% Residue
0.170
Weighted Runoff Coefficient
1 0.3
Grass Short
Grass, Dense
Grass, Bermuda
Woods, Light
Woods, Dense
0.150
0.240
1
0.410
0,400
0.800
3.67
4.58
tour)
2.39
5.44
lours
1.46
6.63
lours
1.06
Z53
lours
0.69
8.94
hours
0,44
10.71
hours)
0.28
12.83
,fall Intensity Values for the Corresponding Times of Duration from the NWS
Time of Concentration if it is less than 5 minutes. This
]Overland Flow Itc(minutes)
0.13-0.17
0.18-0.22 ICalculate the shallow concentrated Flow component of
0.25-0.35 Calculate the channel Flow component of the Time of C
0.3-0.6
0.2-0.5
0.3-0.6
0.2-0.5
0.2-0.4
0.1-0.25
0.15-0.45
0.05-0.25
0,05-0.25
(Shallow Concentrated
Paved
Flow
Flow LongIn
t
Slope
tc(minutes)
1
0.0
Unpaved
Flow Len h
500
Slope
t� (minwee)
Total Time of Concentration
0.161
1.3
6.5
(Channel Flow
Flow Length
F 366�
Sloe
1 0.0158.
Hydraulic Radius
6
Mannings n
0.05
in(minutes) 1
0.4
Al Jarrett
Shortcu
of Concentration
or

This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User In ut Data
Calculated Value
Reference Data
Designed By:
Justin Fetzer Date: 12/30/2021
Chocked By:
Raymond Hoffman, P.E. Date: 1/17/2022
Company:
HNA Engineering, PLLC
Project Name:
Hood Creek Sails Co.
Project No.:
1
Site Location (Chyrrown)
Sediment Basin Id. SB-3
Total Drainage Area acres
Lenoir
12.9
Step 1. Detnmroe peak flow. Ors, for the basin dramape area (lppw:da &0J)
D10 (cfs)
29.03
Step 2. Det.mi. avysne limignovs (. the sedsme.pool elewa.on ent.gracy
spillway. top ofthe dam
Minimum pool elevation (ft)
1126
Ma,dmum pool elevation (ft)
1124
Step 3. Deteeaa.e balm woluves:
• Cosupme ..a. color. required (1900 ft ii. dimorbed)
• Specify sedsvum cleanest, le A to be marked on nser (one-half the dnapa
\'.bane ,fOeaccd la dq top of the filer) pW a,di, si.ape urea to lie
cleated a0ordic dam is both.
Disturbed arbeage (so)
12.9
Min Volume (ft')
23220
Sediment cleanout elevation (it)
1126
Sediment Storage Area
Step 4. Dcwma. area a.d shape ofb..
• Cbeck leaph's..dth auo (should be 2 I to 6:1)
• Compmm he basin sstef., area as principal spillway desertion
• Cheek the nano of basin surface area to peak inflow sate (should tr premn
thin . espwl to 435 fb,cfs). Employ dweraions wida addin.1 naps tad
balms to «d.e area dgmed.
Determine barrel capaciy required for site condinow; (smnmtmn capacity f. 0-
is the 2-year pe k nwoQ. Oe
Lenglhhvidth ratio
3
Is lengthhvidlh ratio between 2-67 YES, PROCEED
Basin surface area @ principal spillway (ft')
14700
Ratio: basin surface area/O,o 506.3727179
Is ratio >= 435 ft2/cfs7 YES
Step S. Do. the principal spillway discluvge capacity
• The combined cnpaneea of the priocspal ead emergency spi0ways ems,s be
at lean the 10.yaar peak f.r for the eatve wai.shed of the basin.
• The principal spillway is anilyzed f. dace poxsble ha uting flow type,:
Weir flow, Onfice flow. and Pipe flow. The principal spolway discharge
capacity is she smalleu of these three flow sates Discharges duomgh a
aki®a should be diu<ganded daaivg this rompuquom. llFu, onifice and
pipe flow stay be deenmimed by the following cmwrion,
0.eu Flan: Q=CLH"
whose:
D =discharge i. cwbic feet per second (cfs)
C =weir c.Bnem use 3. i for comgtiiwd metal pipe nsets,
L= ciensmfereace of the ns. i. fees
H= head .bore ns...t vat fin
Arcc.S� Z
`lox zto x 5 - '13, Svz>
e7o,c Zto

Weir coefficient, C
3.1 Ccmp=3.1
Riser circumference, L (ft)
1.5
Head above user crest, H (ft)
1
0. (cfs)
4.65
2. Orifice Flows O=CA(2gH}=
xixae:
Q=diuhmge m cubic Ent per ucmd (cfs)
C =orifice coeffidntL use C= 0 6 It. r.nmil to l mewl pipe users.
A= cross-sernoml area ofibe riser pipe to sgwve feel
g = accd.nm due w gf t ity. 322 8',-e
H =hod abo,'e n,ee ufsl to feet
Office coefficient, Ca
0.6 Ccun=0.6
Riser cross -sectional area, A (fit)
1.76625
Accleretion due to gravity, g (fVs2)
322
Head above riser crest, H (ft)
1
Discharge, Q.(cfs)
8.504452482
3glt al
3. Pipe Flan 0=a�(+K.+K L
,vhue:
0 = dixhaspe in cob. feet pee uanod (cfs)
a =cross-sneaml area of Ibe barrel is sq.we f t
g=xt,flua t. due to ;mvity. 32.2 ftlsec
h = head bm-e the cntu5ae of the outlet end of the barter
K. = coefci. of oeoor los,e, cm be a,xmed to be 10 for
most principal spdh ay,)V.
L = barrel ingrh to feet
K, =ptpe Jim. coe&uem'.
5087rP (See Table era° fro ((,'slue for
= dpo mmmoa vmofpTe)
n-Manning',c icimtofrmgh...usen-0.025far
corrugated rood pipe
n = 0 015 for,emfmfed c.ete p
dl = mode dum ekl of the bartel w niche
Selem nsea and barrel duuc u s w the dte n,er has anoes-xcuonal un
ar kast L5 ear, that of the b=el Spdhv y hydroubcs m imprmed by
mavmi�g e'er ff. crud ram fr onfice Box See Table 807b for
«commended nserbanel propon,atts.
Bartel diameter (ft)
2
Barrel cross -sectional area, a (fit)
3.1
Accieration due to gravity, g (fi/s2)
32.2
Head above outlet end of barrel, h (ft)
7
Minor loss coefficieinl, Km
1.0
Barrel length, L (ft)
87
Mannings coeffienct of roughness, n
0.025
Inside diameter of barrel, d, (in)
24
Pipe friction coefficient, K.
0.04593
Discharge, Q. lots) 27.24120941 47A65759
Iit6ER
Select bur rtaea am bane) dmennex, L'u We xm, mfia and PP Hex
egmeav mdnrtmiaeJWe-)xaporkdv,cLafi tv pssud wxbew amraunr
�mnpmcy vpmx+Y. fhm If fl tIt., fiom f'pue Hai. CLnkthe
tract and cage ugoxenum,. It Re denpv ,mFe n tee kdh. cbaou Im[rt
Nmm:�ea,meauatmmm. T,ammwvmut4u elnsnm of4mnu.u�ht Table 8.07b
same<ka,in as the,ep of QY seeweatpool .,{a„a 6eipW'_ to 5 hmea Vu
betel dumeem nanemmeve<e. Seket me nlu ofmvb pame
Selmt a eeaa�m,aH dnxe. V a skwmn n u:e4 ufn co We mmuGttmn
Maa,rt� eau. m Table 66, b
Step d. amxep cent/
Ex,ma mn,m,a.p,eum ne ae.k,e mm5rt6em.p,pet„mt eww
coon P%m alean,lfiuem me ppe kdfae xae,bHW comecuxa
Step'/. N., aordeomnw blxt
Dnawee Ju —n of ¢an N,hcvl by We empty nua, —i denfo a
blxk mN bueyml xeirht 1 1 t®n the xnfW of xnn d„placed
Weight of water displaced by the empty deer 64.2
Buoyant weight 70.62
etrp H. DeuHo Duda
Ikmamiae 6xhuP'<Ix,ry firm ,tr borer Deuce eWet Pnemea m
u,me mble coaenns RiPap placemeet n uvually tuaessay (.eppe.dn
Km=1.0 (typical)
ncyp=0.025 ngcp=0.015
Table 8.07a

S Odl
Discharge velocity, V (ft/s)
See Appendix 8.06 for dprap sizing, if necessary
Sup 9. Dni�emnFevqep+lhq.
• Mamin du <e.luivd<ayvp' An I# mvftu<?.,yWoap n
0, l0ez 01)
•F,em able®m rebk®wle<I 0r w'adm em Mp0 crW amkl.
,kP•m,=F w wu <wmaom a Feena. we wren tanom x,aw>oe
Iwn tlpe, ve RrfneN to wv®xe eul celnnn n vopnmactl
Boo'
• A. ¢ceyleble.11.... n We v,e of Wr u'en agm4ov
'xbeee Nu apex ea men Nemmm®cube etC ahodd#_8. L
ist#ban.a oae yr Ne cpiWayat Necoca, cod H is t# of
fleuvbove Ne apJ1w, new m fnr..\'ek TM.,i ahame1 equaux
,hxld cot#u,Mbure LLe,pNm mat Hovrrv.edwuW#sued
ro aeuFn Ne emin <hmml#lev Ne apalu'n' cow.
• ite coal o(Ne mv[rmy ,ma Rmnple ,pJMv. <qunnea mml rTnl
m ea<eM I# eequved 10.rru peat dtuhvP<
• sn Ne elnn,ev erNe <rc,t of Ne emneevm'.pdbvv a mwmum of I
fxl abmx l#new of Ne,un.
8.671146267 15.013327
Table 8.07c
Table 8.07d
OPTION 1
OPTION 2
Qlo
29.03
Weir coefficient,C
Qp
4.65
Bottom width of spillway crest, L (ft)
Emergency spillway capacity, 0e (cfs)
24.38
Depth of flow above spillway crest, H (it)
Emergency spillway capacity, Q. (efs)
Qp+Qe
29.03
Does (Qp +De) equal or exceed Q10?
YES, PROCEED
5uySPIT agnoach u<ux.
.{e)m1 Ne ,paloar' eLF®m1 w Nn 1# cmvvl :ecvev avd amk% xnx
e,bulht ILeemaoce wieN,bmld#1.3limn ur w.mb ofl#cabw
w,NaamxN uevvuxro Ne w�dN alNe<wtrol,vbx ApRmch
<Lamel,hwle:loye tau'aM Ne eeavc'vum Ie:a Nap?••
Width of control section (ft) 15
Width of entrance (ft) _ 10
Slope of approach channel (%) 3
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/=2%? YES, PROCEED
sup 11. spJlaay .A n<nx
• Lnnt I# cxvvl ,nux b ew ,p4bn' nn wbne it min,vu Ne
<nevux of Ne <m�v4ae of N< deco.
•Heepaka'el vea to..dw kan`a ft m Lam Ne rmle exdof
the txval —ti—Ic R,ue a ,vulW a4eemml
• S,h,kpn,havld# I1
sup lt. Mumspillxay em u<vov
• sRIIwaF t,;l ,mwa aHPw w,N Im <xo-w ,nbx .wa #n d,e ,amt
bmnm w,aN am wde,lape,
• slope sbeWe # av�ciemto wlmam a�mw aeo. bm n•a• sme n
en, col cone vosrtt alomlus (m uk mvdilww,. (Say xnhm ,Irye
ex[n m pPopmrc 4,i[vubin )
• F_.Imel#exnrhamelloapewuhneme uammryhtaraudu,Nom
e.m.p
slop lt. 5we l# embautmml.
• Sn Neenllvtlnwnx a(Nnryrtt#damamamm,m art flabme Ne
wwtn w[an (m Ihr de4Fv flux m We emvlvin' yiaxwy.
• Cxaumlad M!N ,hoWd # 1 V e oea,n Nav Ne de,i� la allew (a
,eNemem
Bau lep uadN cv Ne devya Lnphl.
• 5" udr,kpea: s l m 8arzn
•Dnvmme depN of rnu8vem06vm uk bmmF ll shadd ertxeraa
,Isbk. u[ht,ml lyn p mimm,mof ] fl eeep)
• selvl bmmm uleYb! emnsemY ,Plhvy col will Pande a u[v6cx1
amoim offill
0
4.65
NO, REVISE DESIGf

S,, IJ. E... amvvl
• Ln,k mJ Aeu� Mmaem �v Pmam embmlmewa ,v! +PaN+',r
(Tn<n<r 5.>.daNavM 5prr5Rranwa 6:O,S.peivrJA.miolu)
• Sek<tamfan wotnvm meanies �o,vmnlnvum(Pmrnrr SmMartl:
eMJpnfranw: QIO, Tmywnn5rrdend; 61l.VVIrM1Ind: end 61J,
• Se4n FmmWcmn im emeaFemy +p�IRwy m Pmr�Ce pamttem fn
4a+Fv Bow r<Im�ry avA rik <mGeom. Ripwp cone ovn Fmwxule
hhn- may M aaymrtG iv nvYbk +oil: m wLeu Abe y�llway i+ ma w
uoti+vbM mik
Cm+tm a [nice and mmll wvvma um+a: veehd

Spillway Capacity Spreadsheet
User in dData
Calculated W..
RePnence Data
Designed By:
r sm Fear Data: i1 i
Checked By:
Raymond 110mO. P£. Data: 01217FR
Company:
HNA En9Meer9N, PLLC
ProfaCt Name:
HOod CMek Boys Co..LLC
Project NO.:
35,1,N..4
spa, Paulf-,
aoMYw a.0
I u "
Wk MvwpVA P�a�=NI GYM YrC� 9WYlaa] �.
rq¢Yu aWq Sore mn wxM
°"n zNle. ae.
Pipe Flout
W
Inlet Control
plan
Mir Flow
Rkar
Offl. Flow
Pow
Pdmary
S Illwa Flow
Earam,iamy
S IN59a Flow
ToWl SpiSway
Ca ae
wet lmvd im
1165.00
Ca 0.8
CrM at.tl (R)
D
Creel E.11..(6) li65AD
B.M. El..Wn(n)
MIA0
Ooanlnwd(8)
il".00
Maladal
Roa99CemaM(m.015)
Pipe CMnletr(a)
0
Pp N~.0n)
28
sotl-W.
12
damHr(p
24
K.
1.0
sea
am
MaMNfan
0.015
Manmxf,A
Lim
0
L(in
2
Wetr Epatlon 0-CLH16
L Rn
1P
W (R)
0
W (m
2
Ka
0.017
Or uae Teae
6 Va
C.
18
Nea id)
0.1
C.
3.1
Ca
0.0
Nee Illy)
11.1415
EMr1r1
H
0
nMka
H 0
H
O
H
0
a.
EwMbn Hand
0
Gal,
N
On
ch V
cfi
N
eh
Oa
ma
Mom
29
N29
21.Tr
e.0 00M
i1m.00
0.00
5.00
119M
ON
1111.00 0.0
ON
0.0
i169.00
28
W"
21.59
2.00 W.16
1160.00
ow
/.00
107226
ON
11T2.00 1.00
22.80
]].60
1188.00
v
65.99
21.w
2.0 21.W
1166.00
100
3.00
N.6wT
om
IMOO 2.00
as.M
95.09
11117.00
O
64.75
20.61
t.w 15.12
1111T.00
O.w
2w
75.6205
COO
1174.w 2.00
174.59
174.N
110,110
25
V.w
2021
D.00 0.00
1106.00
ON
1.00
NAM
O.w
1175.00 400
018.80
268.80
116E00
21
Q21
19aD
-1.00 MUMI
1165w
0w
ow
0
,NUMI
1176.00 5.00
375.88
pNUMI
1121
MUMI
MUMI
Map, MUMI
tl.w
ow
-1165.00
/NUMI
MUMI
ow ow
Ow
pNUMI
1121
mum?
#NUMI
IIIIp mum,
ow
D.00
Alfai'w
MUMI
MUMI
0.01 ow
0.00
pNUMI
-1141
MUMI
MUMI
IIMp MUMI
0.0
0.0
-1165.w
MUMI
MUMI
0.00 on
ow
MUMI
-1141
mu.,
#NUM,
MMee ..fo
ow
U.W
-IIH.W
RIUMI
MUMI
9.w U.w
ow
'NUMI
1141
MUMI
MUMI
OIMe MUMI
0.00
0.00
-1165.w
MUMI
MUMI
on 0.00
Ow
pNUMI
-ltei
MUMI
MUMI
MMM MUMI
ow
0.00
-11e5.w
MUMI
MUMI
0.00 ow
O.w
pNUMI
1141
MUMI
mum?
01,14101, MUMI
0.00
ow
-1185.00
MUMI
MUMI
0.00 ow
ow
pNUMI
-1141
mum,
MUMI
Islas, mum,
poo
0.00
-11W.w
IN IMI
MUMI
0.00 OA0
ON
MUMI
.1141
MUMI
MUMI
MBM, mum,
0,00
ow
-I10.0
mum]
MUMI
OM ow
dW
pNUMI
-itaf
MUMI
*NUMI
MMM MUMI
0.00
0w
-1165.0
MUMI
MUMI
0.00 0.00
0.00
MUMI
-flat
MUMI
pNUMI
ONO MUMI
ow
D.00
-110.00
mum?
MUMI
ow ON
ON
MUMI
-1161
MUM!
#NUMI
MOM MUMI
ON
0.00
4165.00
MUMI
MIOI
ON ON
ON
pNUMI
-1161
MUMI
MUMI
OIN9 MUMI
ON
0.00
-11WAO
MUMI
MUMI
ON ON
am
/NUMI
-ttci
MUMI
MUMI
„aO, NpMI
0.00
0.00
-11W.00
MUMI
MUMI
ow ow
ON
MUMI
r NE FRICTNIN COEFF
Q(D _ � ZU.Z-7 L�S PIPE SUTERUL COEFFlOIEM
Bmovp Cemanl (nr O.Ot9
RaupN Cemanl(m0 O.Oia
ComMMM Ma1el (m 0.015
9mwN SMMfnW.O D.mB
Riwle051eNIm0.0 0.@a
Cedtren m0.011

C, , �vtr � -t LI
Channel specifications
Cross section Semi -circular
top width, T = 2y
frF eeF� radius=y
depth, y
wetted
perimeter,
P
Design Most efficient design_
Channel slope (s) 1.4 % 8
Manning's
coeff. (n) Unfinished concrete (0.01 8
Water flow depth (y) 1.5 fL•.
Top width M 1.5 ft ,
Channel water flow output values
Cross -sectional area (A) 3.534 ft2 —
Wetted perimeter (P) 4.712 ft '
Hydraulic radius (R) 0.75 ,{t
Freeboard (F) 0.15 ft-
Mass flow rate M
Volumetric flow rate (C)
We're hiring; Embed Q Q m O
Open Channel Flow
Calculator
Created by Kenneth Alambra
Last updated: Aug 23, 2021
•trr®
Table of contents
• •.-. r.rn i.. .n what affects
• Manning -equation open channel flow
• Most n 'r eLtion of open channels
• .g our ..-r channel flow
8.537 ftis • This open channel flow calculator will help you find
30.173 ft3/s water flow velocity and volumetric flow rate through an
open channel, given the channel's roughness
coefficient 51gRQ, and cross -sectional am.
C Send this result �) zo • zS )7-S
In this calculator, you will learn how Manning's
equation works and how to use it to determine water
flow. You will also learn about the most efficient cross
sections of open channels. Keep reading to start
learning.

n
What is an open channel
flow?
Transporting water from one place to another can be
done in two ways - with the help of pressure, or with
the help of gfaft. If we want to bring water up a
building, we could do this with a powerful water pump.
The water pump would push the water up the pipes by
applying a large amount of pressure to the water
through mechanical action, usually by centrifugal force
In this case, water will fill the pipes as it travels
upwards. As the pipe cross-section is fully enclosed
and not directly exposed to atmospheric pressure, this
would be called a closed channel.
On the other hand, we call it an open channel flow
when gravity acts in transporting the water, like in
rivers or canals where the water flows from a higher to
a lower elevation and the surface of the water is "open"
or exposed to the a r Qsnheric pressure. There are also
some cases wherein water flows due to gravity, but the
channel or pipe is filled. You can learn more about such
cases in our pjpg flow calculator.
In this open channel flow calculator, we dive into the
simplest form of open channel flow and consider
steady and uniform flow. In a steady uniform flow,
the flow rote does not change throughout a channel
that has uniform cross -sectional shape, slope, and
roughness. In this kind of flow, we can then calculate
the dimensions of the chosen uniform shape as long as
we have all the other characteristics of the channel.
Open channel flow
equations - what affects
flow rate?
In the late 19th century, an accountant -turned -
engineer named Robert Manning developed an

NOTE: This procedure it for ooiform ao,r to channelt and it net ,o be
nted for detign of deera,,bdng derive, and way not be ra0d for larger
chanurh.
User Input Data
Calculated Value
Reference Data
Designed By:
Justin Fetzer Date: 12/20/2021
Checked By:
Raymond Hoffman, P.E. Date: 1/17/2022
Company:
HNA Engineering, PLLC
Project Name:
Hood Creek Soils Co., LLC
Project No.:
Site Location (Cityrrown) Lenoir
Channel/Waterwav Id.
SCC-3
Step 1. Select a Ime, watmnt wale fee site cotwo na mad epp4canaa.
De,ewaaw, aurhn. eef wew bow waetafaman'a •pecihcaeotaa m Table
S OSpa e, ge 905. 10. c
Liner material Straw with Net
Roughness coefficient, n 0.033 Table 6.05e Table 84
Permissible velocity, Vp
(ffs) 2.0 Max. allowable velocity for bare, soil
Step 3. CakNate tM narwal Bea depW , ns Slamwr't meon (Ftryae
9.05d). Cherktouetbatdep,hn tmtw,thdul... weM fm ul.. f
Nmnieg a n to Firme 9.054 pare 905. 11. Fm•malh, tta MFipaae 905d
iaemMdefivN. Recommended wlw•on•cwhdetmm,aNMwwa
thee tilavoNl— mr equatieo -
S,ep 3. Calewate •beat wets at normal da,,&
S,ep 4. Compaae wwputeE,haaa wma wwa the peww,ible Shen one•• for
,he titan.
Step S. If compwed ,hen as P,.. than pavaeatbh •6eu, ad a,t charnel
dieu.. m ,educe ,bear. m -tee' a more .......I Im.S wd npra, vep,
I Naoueb,.
Design storm 10-yr
Required Flow, Q (cfs) 2.025
Unit weight of water, y
(lb/ft3) 62.4
Channel slope, s (f /ft) 0.081
Permissible shear stress,
Taud(lb/ft) 1.45 TableflMo
A,,a Jvcl Ai s evz.,-.� 30-rf4
>
$ 5
n
a
Y E
`c m
o
o m
CC at
mm a
m
m
Trapezoidal 65
m
,�'
sa
1
Q'm
„;
3a
o 'v'
£rc
��
>
>u
uu
o.m
uu
W
a
gnu
Roure 9D51,
(h)
(fl)
(a)
(aa)
(9)
(ft)
(Ns)
(ds)
(lbe)
¢ o
W
to
M
3 4.0 1.D) 10.00
7.00
1032
Ohs
0.033
9.0
M W
69.5
0
5.07
e
e
0.00
0
am
oDIVNI
0.033
AtDWMI
a
#DIVIDI
a
0.00
O
e
e
0.00
0
0.00
#DIV/0)
0033
9DN/01
u
9DIVNI
a
0.00
0
e
e
0.00
0
0.00
#DIVMl
o033
#DIV/DI
#DIVNI
0.00
x

NOTE: This pmeedure is for uniform Gov in channels and is not to be
used for design of deenergirdng de,ises and may us, be said for larger
ohanneh.
User Input Data
Calculated Value
Reference Data
Designed By:
Justin Fetzer Date: 12/20/2021
Checked By:
Raymond Holtman, P.E. Date: 1/17/2022
Company:
HNA Engineering, PLLC
Project Name:
Hood Creek Soils Co., LLC
Project No.:
Site Location (City/Town) Lenoir
Channel/Waterfrav Id.
SCG4
Step 1. select a hoer annual nurable for die coudmoon and es li.11oo.
Determ,oe roaphama cueMdent horn mavufntmea', sp uluaaom w Table
S 05e. page 8 05 10.
Liner material Straw with Net
Roughness coefficient, n 0.033 Table8.05e Table8.051
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for ban Boll
Sup d. Cakmane the uamal Bow depth wdar %Iowa¢, ,um.. (Keane
3.03d). Checb to. that dephn nnsmnah nut assumed fat eelecum of
Man ons a e a Fisute 805d, pas.8 05.11. Foe ama er canoes F,isue 8.05d
mtaacleo1yde6ned. ReeemmeudN,olunem ranbe detarn,ued try alms
the Maanin,'uauoa
Sup 3. Callum¢ th. lbws, a1 aotmal depth.
Step 4. Cempo< cempated,bear w—uith the pnnasnble Wr..tw,r. fan
shun.
Step S. If computed :heo n torms than pnamuble then, edJmt chmmsl
dimeabom to ache¢ thsn. m ukct a more w,ntam linens and n,en ,tepa
1 throu,h a
Design storm 10-yr
Required Flow, Q (cfs) 18.225
Unit weight of water, y
(Ib/fta) 62.4
Channel slope, s (ft/ft) 0.059
Permissible shear stress,
Taud (11itt) 1.45 Table 8 05g
koGk ch«k G{A.rae.s ev�--rr 30_�{,
>so
0
m
z5
g
eau
Trapezoidal n
m
s a
,°n
A
ail
E 3
>
> 0
8 0
00
Figure 805b
(b)
(ft)
(ft)
(ft)
(ft)
(10
(WS)
(CS)
(11ote)
K O
N
3
40
1.00
10.00
7.00
10.32
0.68
0.033
8.45
M rc
59.2
O
3.67
e
e
0.00
0
0.00
#DIVro!
0.033
#OIV/0!
se
#Dlvrol
a
0.00
O
0.00
0
0.00
#DIVroI
0.033
#DIV/01
#DIVroi
0.00
O
e
e
0.00
0
0.00
#DIV/O1
0.033
#DIV/0I
#DIV101
000
r

Drc, , r. CC, z PT ne c,
ScL-Z

LIGHT AREAE
HEAVY AREAS
PARKS, CEMETARIES
PLAYGROUNDS
RAILROAD YARD AREAS
UNIMPROVED AREAS
STREETS:
ASPHALT
CONCRETE
BRICK
DRIVES AND WALKS
ROOFS
LAWNS:
SANDY SOIL, FLAT, 2%
SANDY SOIL, AVE., 2-7-A
SANDY SOIL, STEEP, 7
HEAVY SOIL, FLAT, 2%
HEAVY SOIL, AVE.. 2-7%
HEAVY SOIL, STEEP, 7%
AGRICULTIRAL LAND:
HARE PACKED SOIL
SMOOTH
ROUGH
CULTIVATED RO WS
HEAVY SOIL NO CROP
HEAVY SOIL WITH CROP
SANDY SOIL NO CROP
SANDY SOIL WITH CROP
PASTURE
HEAVY SOIL
Revised 11/25/2008
Solving for Time of Concentration
Kinematic Wave Theory
Ti"wt�r i.nmm vm,>
Length of overland flow
1300.000
feet
Surface Mann n s n
Mornings "n" for 5udace
0.020
Smooth Surface
0.011
Bare Earth
0.020
Avera a watershed sloe
0.102
ft.lft.
Fallow
0.050
Constant al ha
23 761
Cultivated, <= 20% Residue
0.060
Constant m
1.667
Cultivated, > 20% Residue
0.170
Weighted Runoff Coefficient
0.3
Grass. Short
Grass, Dense
Grass. Bermuda
Woods, Light
Woods, Dense
0.150
0.240
0.410
0,400
0.800
Overland Flow Itc(minwes) r"
0.13-0.17
0.18-0.22 1Calcula12 the shallow concentrated flow com
0.25-0.35 Calculate the channel Dow comoonent of the
0.3-0.6
0.2-0.5
0.3-0.6
0.2-0.5
0.2-0.4
0.1-0.25
0.15-0.45
0.05-0.25
0.05-0.25
(Shallow, Concentrated
Paved
Flow
Flow Lunglh
1
Slope
tc (minwesl
1
0.0
Un anted
Flow Len h
500
Slope
tc(minutes)
Total Time of Concentration
0,102
1.6
Times of Duration from the NWS
Flow Len th
Sloe 1 11 '0jf k
Hydraulic Radius -- -V
Mannings n ` Awl
tc(mmutes) 1 0.4

This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Designed By:
Justin Fetzer Date: 12r30/2021
Checked By:
Raymond Hoffman, P.E. Date: 1/17/2022
Company:
HNA Engineering, PLLC
Project Name:
Hood Creek Sails Co.
Project No.:
1
Site Location (City/Town) Lenoir
Sediment Basin Id. SB-i
Total Drainage Area acres 7.4
Step L Detemune peak bow. 0, for the be. drmwge area 6fppmacr 6.03).
010(cfs) 16.65
Step2. Determine any sve heautaoons for the sediment pool eleaahes. coati cy
sp ustay or top of the dam
Minimum pool elevation (it) 1170
Maximum pool elevation (ft) 1165
Step3. Dn .mbasuisolumes.
Compute minimum swlume requued (IS00 fO,. dinmbed).
Specify ed., clemmut Iesai to be marked o. riser (one-half die design
,.I. refaeoced t. the tap of the rises) end sedment storage area to be
cleared afa the deco is built
Disturbed acreage (ac) 7.4
Min Volume (it') 13320
Sediment deanout elevation (ft) 1167
Sediment Storage Area
Step 4. Determine area and shape ofbasm
• Check Irnpth'xidtb ratio (should be D Ito 6 1)
• Compute the best. mitfine men at PttmrPal spolr..y elesarion
• Chet the nu. of basin surface melt m Peak ivfIosz min (should be peaty
thin or equal to 435 W,cfs). FmPI.\' dnmions xith additional o-apa cud
basins to reduce area drained.
Determine banal capacity required for site condition (mininnmrcapaciry for 0-
is the 2-Iear peak rwoff. Ot.
Length/width ratio 2
Is IengtWdth ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (n) 8450
Ratio: basin surface area/Oto 507.5075075
Is ratio >= 435 ft2/ds? YES
Step 5. Determine the pri.cipal spilhsay discharge capacity.
The combined capecines critic principal and enietpency spitiwals must be
at least dhe I0-year peak boa fin the afire watershed ofthe basin
The p oopai spilixay is iosAyead for duce potable intact g flow npes.
Reu fox•. Orifice flow. and Pipe flow The principal spolxay discharge
capacity is the smatieu of these three Bow errs Dncbarpes thsmdgh a
skmtmet shoud be disregarded during this computanon. W., orifice and
pipe fmr troy be determined by the fell., equations
1. lien Flow: O = CLH"
sz'hae:
0= discharge in cubic feet per sec.ad (cis)
C =x'etr coetfiaat, use 3.1 fin cormgated mad pipe users.
L = ci ctmfcomo, of the riser io feet
H = head abma uses ant in feet

Weir coefficient.0
3.1
C;rmp=3,1
Riser circumference, L (ft)
1.5
Head above riser crest, H (ft)
1
Q. ids)
4.65
2. Orifice Flow: 0 = CA (2gHp4
"bae:
0 = diuharge in cubic feet per hood (CA)
C = gficc coo&cient 1ne C = 0.6 fa corrugated metal pipe risers
A- cross -sectional area.1rd. nser pipe iu square feet
g = accelereno. due to grasitp 322 ft'secI
H = head abnro ma cress an feet
Orifice coefficient, C.
0.6
CCMp=0.6
Riser cross -sectional area, A (ft2)
1.76625
Acderatlon due to gravity, g (ft/s2)
32.2
Head above riser crest, H (ft)
1
Discharge, Q.(ds) 8.504452482
3. Pipeflaw: 0=a�1+1:=2+Kri
"lief,.
Q = ibu hafge in cubic feet per snood (cfs)
a=.-Ilchowl area of the barrel m Koar. feet
g = secelaafton it. to grm-ipt 32.2 ftN6lC
h= head oboe the cincort a of the coder end of the barrel
Ka = coeBcim of. losses, coo be ..oil to be 1.0 for
nowt pnocapal Spoluay 5yfl 5
L = barrel length on feet
Kp = prye fncnon coe8iaen,
5087nr (See Table flP1e for K. ealues far
= djeo molInov sire ofptpe.)
n = Mamng i czf6clar of roughness, use n -0.025 for
corugated metal pipe
n = 0 015 for reiofnced carkrete pipe
di = nude diameter of the barrel in Inches
Seloet met ear barrel dimasiws +0 0ut the Pisa bar a amrsenunsid area
at least 1.5 ones that of the bagel. Spoluay hydiardics ore lmpned by
mazmiaug w'ei flow and vmiwai:g onfice flow See Table S 07b for
recamuaded..barel proportions
Bartel diameter (ft)
2
Barrel cross -sectional area, a (02)
3.1
Accleration due to gravity, g (ft/s2)
32.2
Head above outlet end of barrel, h (ft)
7
Minor loss coeRCleint, Km
1.0
Kn=1.0(typical)
Barrel length, L (ft)
87
Mannings coeffienct of roughness, n
0.025
ncep=0.025
Inside diameter of barrel, d, (in)
24
Pipe friction coefficient. Kp
0.04593
Table 8.07a
Discharge, Q. ids) 27.24120941
47.165759
R35ER
Select mad nc and limes dmunuona V. &e woo. mh« and pipe ftou'
egnatiamto d<:ammeJ&e_.Impeakdoeha.Eeiapawdul:apw+rn:'amg
the emnlencg'apdhay. De:nmme etur+me 6nm f�wetOl:. Check We
heul ace wage :equuememv If the deo, euge n ten taro. char. In.
dinea:,innoncalcn.. laofamuimam..t&eelmatmnofdad.ridde Table 8.07b
name ek\auma 1he:ap of &e:eLmm1 pool Aeiw higW . k 5 times We
limes&we:n.a rxeammdH Selects. ape ofauh pwe
Select a diuvieWr de,.. U. SUmmn15 utM man10 die iuxuca:Nne
deaaleeiag &u. mTable 6 61 b
Seep 6. Den, auavep collar
paame dat maseep restart war ekw Dan 2 ft farm a prye law Cello
taw pqm m lean I S ft ama 6x larye. Ip&cae Ra1n:IW1 aoomcama
Svpe. Deugnanwovamblock.
Dnnmme We —*' of won &,Iated by Me empty nsn. anal de", a
blxk w:W bmvmf xigbt l l taro foe wtilbt ofena displaced.
Weight of water displaced by the empty riser 64.2
Buoyant weight 70.62
seep a. Den, Hauer
Denmme &.barge a:wnw Gam me banes o- ,, own p<..- :o
°mare slable cea&exe RipaP Plxeuxa: a uamlly nean.ry (.dppmd4
nRca=0.015

d.06),
Discharge velocity, V (@/s)
See Appendix 8.06 for dprap sizing, if necessary
sup F. Deup,emnSwtY W'avay.
• Deeamwe dat fegmmJ tgacc to ea mnFm 'shwa u
0.e o..-0, (Orz Oal
• R. TawCGZ]a Tablelii=w a Oe.adm and deed erOe mkt,
louM1peo'lo m aN cmNeam. b pemLL We v[M boom vWOa aml
v [lope+ ielowan al +vpncnwil
Mm
• Av awepmwe ahanaw-m m[ u.e oflW am etpmuw
0 = CLH't
'ALae W++opnw it uud We m•••m®awofC.boWebe's L
flowbona1 W11 M,cemato1 al We hl.WDi+Wedephor
Sea abo�e the IpJhry neu m feet. \ok hfammr'+chmuel rywYov
www wtbe bsM 1. +ize lW +pJlxay wear Hevna. J+haWe be bed
m devry 0u mkt chmnl hkYthe +pJhrq' cut.
• The Imsl of the <marea[Y and pmepk WJMaY rapa[,Yea mot equal
m aceed Uu m,luved l0-Yeu peak 4<haE!
• Set Itr of We craw, or We emarma+'rp,lNax a mmmum of I
foa, ab— Wa nN o(Wnep.
OPTION 1
DID
Qo
Emergency spillway capacity, Q. Ids)
8.671146267 15.013327
Dip +Qe
Does (Qp+Qe) equal or exceed Q10? YES, PROCEED
Slry 10. sptllw, apmoa(h ucbw
Ad,... apllu'n ahFYmem w wWc We c..I ,mum wed cult, uamw
+natm, Theeouaottu:dWt ldbeisbme+theneWetthe moo-W
,tt4m biW awmooW Yfovnovw WeaWhaf Wecwo-al ucnn Appwch
cLmel shmld Dope Ioaud We,exmoow kas dw �•.
Table 8.07c
Table 8.07d
OPTION 2
16.65
Weir coefficient C
4.65
Bottom width of spillway crest, L (ff)
12
Depth of flow above spillway crest, H (fl)
Emergency spillway capacity, Qs (cis)
16.65
Width of control section (fl) 15
Width of entrance (R) 10
Slope of approach channel (%) 3
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%7 YES, PROCEED
Step11. spela[yca A.t.
• Lane Wt, toYbm taabw m thit ap la., nu Yhn! n ..It Iha
<venuw ufdu loata
• fla. aIn'e1 aeiuvdkan.0 aopm[w 6m We omin and of
We twvvl tawm.lo m+ml a +buFW WFmem
• Soh tlryn'h dto ) 1
Sup 1:. De.,'H raw em'ss[bw
• SPOa.T tan aW Wd ala, atW We rovhol waves and Wve rW wame
Inal. xid'u awl ode ftan
• stage thauld be wv3emte mama,u nRertnnwl0oa, bmmake ante n
do,w vm ank a«. &1111.ea tm um comnwv. Ices xiWm Dope
tmrea W appop,.aae e up� kekwn
• Famd We<auchmvelloa pom,uMa the.- mat .,la, aleauduigm
,lama,
step u. Size ua mbaokmm.
• set Oe M"'la.aYw offla,"of We,lm. a— of I a,bo.r that
vaa caste fu ur d<a' 0a+m me emarmcY.pJNaY.
• Cmbwlad W,rW should Le IM. pmkt euv the &[ tp to allow fa
saw rep xidO—Oe &It, hnrbl
• Sa nd<+kpa 2 $1 a bba
•Dele,mia Opp of maBYeoc06m mebatmF+. hWaW,l eumdlta
subk. JFW woJ Iy'a p mivwumaf: a deep)
• S<lat Eames wa dta emnaewr+yJlafy cal uia po.iG a xm5caol
avwwt ef511
0
4.65
NO, REVISE DESIGN

Step14. EtosiOU COMM
• Locate sad desip dite:sions to ptotcct embsakmeat sad spillway
(t3ucticoStandards and SpeNfitattons: 6.:0, TemporaryMwmIons).
• Select smfsce psctcetion measm" to couttol erosion (Proaffs Standards
and Spftgfl mfans: 6.10. remporarf• Seeding: 6I4. afndfhing: and 6.)3,
Rlprop).
• Select atottadeosW fot emaleacy spillway to proeide protection for
design Sox velocity and site conditions. Riptap stone owes geotezuk
!attic may be tequited in etadible soils or when the spillway is not in
undisturbed soils.
Step 14. Safety.
• Ccnsuuet a fence and install warning signs as needed

Spillway Capacity Spreadsheet
Uurin WGte
C.I..I.tad Valw
Rehrance Data
DeNened By:
mon Fe er Date: IMN"
Checked By:
R.Mwo HoSmee. P.E. Data: mdffi2
Company:
HM EWYMMM,P
ProjectF rne:
Heod Creek Sale Co.,ILC
FPr0jGdNO.,
SSd Me2MMJ
Erwgrcy
Aw
epe.�Fvw
Fro
..
my
r'mn
rt.��lY1
�.
®♦���FS��T6:f
J
OS
05%
ekp mu
I6wn1
"I". i
i Ilul
-RE.
1
�-
N9.4avm
NMvticaprleE
+
} '.
IYOG
vwN dA
mY.1�
CMa11VwN
B�rM
mv1
za�m
Pip Flow
Fla
Inlet Control
Ones
Weir Flow
RYw
Orleaa Fbw
RW
Misery
spillenty Flow
Emergency
SPHIeway Flow
Total SPlllwey
Cepa.1try
wet tlwn(ro
1190m
ce OA
CreMEM Ora
0
CrtMFJweom(M 11Wm
Itatlom Ekvaem (M
11W,N
OUWIMM(M
1136.00
Me
Ru&Cemwll(m0115)
Pp Olemaw aa)
0
Pee qe Or)
M
Gomm WMr
12
12 "as
M
N.
1.0
Bee
Ra.
MMIYMYn
0.015
Mem�u 'en
L(p
0
L(M
2
WNEqu D OLW'
Le 110
117
W (M
a
WPM
2
K.
oon
aweJOW
6n7.
c.
2A
Me ta')
3.1
C.
0.1
ce
0A
Nee IR)
11.1410
EHUaeen
H
0
Omer
H D
H
0
H
0
Omae
El.". Hud
0
OM
(In
an
cfi
Nbv nM
n Oe
cR
eM1
M
c
1181.00
25
67m
21.36
4.00 WSJ
1105.00
0.00
5.00
116.585
ON
1166M am
ON
Om
1150,00
17
M."
21.00
aN MAIS
1161.00
am
4.00
1012M
ON
1161.00 tm
Mm
WA,
110.N
M
0e.15
20.81
zoo 21.36
IMJ.Oa
am
3.00
22.5601
am
115e00 2.00
65.0e
9644
IMM
25
63.50
20.21
IN 1$.12
11W.00
O.N
2.00
75.5205
O.N
11W.N ON
11659
111.119
MIN
M
U21
IS.ea
ON am
MIN
ON
I'm
52.6122
0.00
1170.00 ♦.N
260.50
26am
11Wm
M
W.N
Ian
-1.N MUW
1100.Oo
am
on
0
MUMI
WIN 5.00
215.66
INUW
4137
WUMI
MUMI
SMtlt MUMI
O.N
O.N
4160.00
MUMI
M ARI
ON ON
ON
MUMI
-1131
MIIM!
MUIR
Settle MUMI
am
am
-1160.00
MUMI
MUMI
ON DM
ON
MUMI
.1131
MUMI
eNUMI
SeSetl MUMI
am
am
-1160.00
eNUMI
MUMI
am am
DM
WUM1
-113/
MUMI
WUMI
NRR MUMI
Um
am
-11W.W
eMMI
1NUM1
..W ON
U.W
MUMI
-1131
MUM!
MUMI
tltlee MUMI
ON
ant
-11W.N
MUMI
WUMI
ON ow
ant
MUMI
4131
MUMI
MUMI
tltltl MUMI
am
am
-1160.00
MUMI
MUM!
ON am
am
WUMI
-1131
MUMI
WUMI
$tltl MUMI
Om
0.N
-116ON
MUMI
MUMI
ON a.00
Om
eNUMI
-1127
MUMI
MUMI
tlpa0 MUMI
ON
am
-1150m
MUMI
MUM!
am ON
am
FNUMI
-1I37
MUMI
MUMI
tltltl MUMI
ON
ON
-11MOD
MUMI
WUMI
ON ON
ON
MUMI
-IIJI
MUM!
MUMI
ptlN MUMI
ON
ON
-11W.N
MUMI
MUMI
am ON
OM
eNUMI
-1131
MUM!
MUM!
tltltl MUMI
ON
Om
-1100.00
MUMI
MUMI
a.W ON
am
MUMI
-1131
MUMI
MUMI
N MUMI
ON
0.0
-11MOO
MUMI
MUMI
ON ON
am
MUMI
-I131
MUMI
MUMI
tllltl MUMI
0.0
ON
-11W.N
WUMI
MUMI
am ON
Om
eNUMI
-1131
MUMI
MUMI
ttlttl MUMI
O.N
0.0
-1160.00
MUMI
MUMI
0.00 ON
ON
MUMI
E FRICTION cOEFFlm
%PE fMTEPINL COEFFlCRNT
SmwM Cement lnv 0.01J
Rwdt Cement (n�0 O.Ot1
ConW0led MeW lm 0.013
smoMk eleel lnn0.O o.ox
Rlwlm alxlln.oA S.nI
cm ken n=o.ou

Channel specifications
Cross section Semi -circular
top width, T = 2y
r
freeboard,F radius =y
depth, y
wetted
perimeter,
P
Design Most efficient design_
Channel slope (s) 14.5 % ''3
Manning's
Unfinished concrete (0.01
coeff. (n)
Water flow depth (y) 1 ft
Top width (T)
1 ft,
Channel water flow output values
Cross -sectional area (A) 1.5708 ft' —
Wetted perimeter (P) 3.1416 ft
Hydraulic radius (R) 0.5 ft-
This field is calculated automatically, you cannot change
its value manually.
Freeboard (F) 0.1 fit
Mass flow rate M 20.967 ft/s
Volumetric flow rate (Q) 32.935 ft /s ♦ '�
Qlo ' 1&•6aS,1Fs
Were hiring; Embed Q Q i^ �4
Open Channel Flow
Calculator
Created by Kenneth Alambre
Last updated: Aug 23, 2021
•rrrI
Table of contents:
o What is an open channel flow?
o Qpen channel flow equations - what affects flow
rate?
° iy arming-Qquation open channel flow
o Most efficient cross-section of open channels
o U,41ng our open channel flow calculator
This open channel flow calculator will help you find
water flow velocity and volumetric flow rate through an
open channel, given the channel's roughness
coefficient, sfQpg, and cross -sectional area.
In this calculator, you will learn how Manning's
equation works and how to use it to determine water
flow. You will also learn about the most efficient cross
sections of open channels. Keep reading to start
learning.

NOTE: This procedure is for uniform How in channels and is not to be
used for design of deenergidng desires and may not be tv4d for larger
r hannd:.
User Input Data
Calculated Value
Reference Data
Designed By: Justin Fetzer Date: 12/2=021
Checked By: Raymond Hoffman, P.E. Date: 1/17/2022
Company: HNA Engineering, PLLC
Project Name: Hood Creek Soils Co., LLC
Project NO.:
She Location (Cityfrown) Lenoir
Channel/Waterwav Id. SCC-1
step 1. select a liner reatmal untable fre use ewditiom and apphcmcm.
Det.mme mughuen coelh.mt fivm mmu[vmun't specidcauon+m Table
S 05e. page S 05.10.
Uner material Straw with Net
Roughness wefficient, n 0.033 Table 805e Table 805f
Permissible velocity, Vp
(his) 2.0 Msx, ellovtehle velocity for here soil
Step 2. Calculate the normal dort depth uuvI .Niamun_e + enuae.m lF,gu,
9.05d). Chart to see door depth cs c.11unt++,th that assumed or. seineou of
Uansoug% n on Figtue S 05d. page S 05. 11 Foe smaller scmoffs Ftgme 9.05d
nat as dens, de5md getoumcmded tvluuays cm tr, d.e,m,uedo, using
the M.' erivatim
Step 3. Calcol.e Shen+be,% at normal depth.
So-, a. C..,.c c Wtned+heu +uem wnh are pe..,,,bit +hem wren far
the hvn.
So-, 5. If compotM sheen so peat. Ihm "m usble +hen, adjust channel
d,mmuots to seduce +hear. m Select a more re+lttam hnaog and repeat steps
1 thraaeh a.
Design storm 10-yr
Required Flow, Q (cfs) 16.65
Unit weight of water, y
(lb/h) 62.4
Channel slope, s (ftlft) 0.078
Permissible shear stress,
Taud (lbote) 1.45 Table Besot
m
v
u
S S
uL
2 M
e E
Trapezoidal ,
m
E .
-
3 a
Faun 8.05b
(it)
(ft)
(ft)
(Ra)
(it)
3
4 0
1.00
10.00
7.00
10.32
0.00 0 0.00
0.00 0 0.00
0.00 a
�Arj `0.II �D L� G`1CLV— �4ri
30-rN
Wakr .
urc
u to
'ca to
>
r
to
99
C0
p
OC
q
N6
$ri
m�
min
Sw
20
>
>U
UU
UU
mN
sn0
b
0.68
0.033
9.72
= rc
68.1
O
4.88
¢
R
e
#DIVNI
0.033
#OIV/OI
a
#DIVNI
0,00
O
e
e
z
>
#DIVNI
0.033
#DIVNI
#DIVNI
a
0.00
O

NOTE: This l rocedorr it for ooiform Boar is Chanoeh sod it ner to be
oted for detigo of dt<oegidttg d,,w,e sod map not be rafd for Larger
ChanoeIt.
User In u[ Data
Calculated Value
Reference Data
Designed By: Justin Fetzer Date: 12/20/2021
Checked By: Raymond Hoffman, P.E. Date: 1/17/2022
Company: HNA Engineering, PLLC
Project Name: Hood Creek Soils Co., LLC
Project No.:
Site Location (City7Town) Lenoir
ChannelfWaterwa Id. SCC-2
step I. select a 4oer matetul tmkbk fm site Condiumt and app6cmon
Onnmine..An— coefecieut som mavnne .e ,t cscebont or T,bk
8 0.e. PP 3.05. 10,
Liner material Straw with Net
Roughness coefficient, n 0.033 Table 8.059 Table 8.05f
Permissible velocity, Vp
(ft/s) Z.0 fifes. allovnble velocity for bare soil
Sup Z. Cskuhte the .4 av� depth vamp M.I.,M1 <quanvv (&pum
8 054). Check to tee riot depth is coxmsomtutW �t assumed fm selnbov of
?f—I's n in Fipme 805d. pap 905. 11 For smaller runoff, Flpme a 054
votatel.N&IIved. Recotmm�ded tolmtvm cm D<dnnvtmed by vamp
the Moulin, egwtiw.
slop 3. okwate ahem,wtt al wotstal deem
Step 4. Compete computM then muse w,tb the pnm,tnbk sheu ttretr rot
tpe liver.
SUP 8. If computed aheu a Peet- Ihav peamvuble she,. adlett chm l
dimrononc m reduce rhea, m uka a mote teslstem Immg and ,epeat sups
I rhtouph 4.
Design storm
10-yr
Required Flow, Q (cfs)
16.66
Unit weight of water, y
(Ib/fta)
62.4
Channel slope, s (ftlff)
0.081
Permissible shear stress,
Tau, (Ib/f)
1.45 Table a 05g
(lock deck evevr 30-�t,
a
m
w
pto
d
c
vv
cm
ii `Y'
ii
�m
m
mL
Trapezoidal
�,
m
E a
g
£rc
u 0
0 0
to.
in U
Figure 8.051,
(n)
(ff)
(fp
(fft)
(0)
(n)
(Ws)
(Cfs)
(IbRtz)
KO
to
N
3
4.0
1.00
10.00
7.00
10.32
0.88
0.033
9.93
j ¢
69.5
0
5.07
¢
e
e
0.00
0
0.00
#DiV/0l
0.033
MVrol
x
MMI
a
0.00
0
e
e
0.00
0
0.00
aolvrol
0.033
goroml
#DIVN!
R
0.00
0
e
e
0.00
0
0.00
*DIVAI
0.033
#DIVrol
O
ODIVNI
o
0.00
x