Appendix D - Supporting Concentrate Operations Documentation

Piedmont Lithium Carolinas, Inc. I North Carolina Mining Permit Application
Appendices
PIEDMONT
LITHIUM
Appendix D: Supporting
Concentrate Operations
Documentation

Piedmont Lithium Carolinas, Inc. I North Carolina Mining Permit Application
Appendix D: Supporting Concentrate Operations Documentation
D.1 Piedmont Lithium Carolinas Mine #1 Pit
Sequencing Specifications (Sheets 1-4)

Piedmont Lithium Carolinas Mine #1 Pit Sequencing Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
Piedmont Lithium Carolinas Mine #1 Pit Sequencing Specifications have been prepared by Marshall
Miller & Associates, Inc. (MM&A) for the proposed mining activities associated with Piedmont Lithium
Carolinas, Inc's (PLCI) Carolina Lithium Project. The site is located approximately seven (7) miles north
of Bessemer City, Gaston County, North Carolina. The Piedmont Lithium Carolinas Mine #1 is shown
on the Site/Mine Map Plan View drawing (Appendix A). Plan View Maps for the four (4) proposed mine
pits are provided in this section with additional details included in Appendix B. The mine sequence for
the Concentrate Operations (Piedmont Lithium Carolinas Mine #1, Plant Area, Waste Rock Disposal
Area, Topsoil Storage Pile, Emulsion Storage and Bulk Truck Parking Area, conveyors, haulage/access
roads) includes installation of screening berms and silt fence, installation of erosion and sediment
control structures, and clearing and grubbing activities for haul roads and access roads, topsoil storage
pile, plant area, emulsion storage and bulk truck parking area, and the waste rock disposal area. The
Plant Area and Emulsion Storage and Bulk Truck Parking Area will be constructed to create pad areas
as designed on detail drawings located in Appendix B.
Mining will be initiated in the South Pit with the East Pit to start as the South Pit mining advances.
Overburden material will be placed into the South Pit as the East Pit is further excavated. North Pit will
be the third pit to be mined, followed by West Pit. Overburden material will be placed into the East Pit
as both the North Pit and West Pit mining progresses. Major work items include the following:
> Site Preparation - All areas proposed for mining shall be cleared of all topsoil, unsuitable
materials and organics (trees and stumps). Topsoil and select cover soil materials shall be
stockpiled for future use as final cover for the Piedmont Lithium Carolinas Mine #1.
> Surface Drainage Facilities - A system of sediment traps, ditches, silt fence, and pit dewatering
ponds shall be constructed. The location, design, and construction requirements for each
structure is presented in the permit application. During mining, in -pit erosion and sediment
control will be provided with pumping to designed pit dewatering ponds as needed.
> Vegetation of Completed Areas —All constructed slopes for haul roads, access road, and erosion
and control structures shall be graded, seeded, and mulched for stabilization and erosion
protection as soon as practicable.
Prior to clearing and grubbing of the site, silt fence will be installed as shown on Sheet 1 of AppendixA
to control stormwater runoff for the site. Clearing shall consist of the removal of standing trees, stumps,
brush, downed timber, logs and other vegetation above the ground surface. Grubbing shall consist of
removal of all stumps, roots, root mats, buried logs, topsoil and organic soils (i.e., greaterthan 5 percent
organics by weight) and other objectionable material below the ground surface. Roots larger than 1
inches in diameter shall be completely removed.
As mining progresses to each pit, each shall be cleared of topsoil, cover soil, loose saturated unstable
soils, and organics. In addition, all trees, brush, shrubs and combustible materials shall be cleared a
minimum of 20 feet beyond the mine pit footprint for access and inspection. All cleared material shall
MARSHALL MILLER & ASSOCIATES, IN[. 1

Piedmont Lithium Carolinas Mine #1 Pit Sequencing Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
be removed as each pit advances. Topsoil and select cover soil materials shall be stockpiled for future
use as final cover for reclamation.
Procedures for burning shall comply with applicable State and Federal regulations. Clearing shall
commence in a logical fashion, as determined by PLCL Cleared areas shall be sufficiently graded to
establish reasonably smooth contours to control stormwater runoff.
Prior to mining in each pit, the associated pit dewatering pond will be constructed and silt fence
installed to control stormwater runoff from disturbed areas. During mining, in -pit erosion and sediment
control will be provided with pumping to designed pit dewatering ponds as needed.
1.1 Mine Pit Sequence
a. Overburden Removal — Overburden will be removed as each pit is mined and transported via a
conveyor and/or hauled to the Waste Rock Disposal Area or adjacent pits for placement
(Appendix 8).
b. Mineral Removal — Mineral rock will be removed from each pit as it is mined and transported via
a conveyor and/or hauled to the Concentrate Plant for processing (see Site/Mine Map in Appendix
A).
Reclamation — Waste rock from pit excavation shall be transported via a conveyor and/or hauled
to the South Pit and/or East Pit and spread in nearly horizontal lifts using a bulldozer or other
earth -moving equipment. Once each pit is filled, each shall be graded to drain to the reclaim
drainage structure. Tailings from the processing plant will be disposed of as backfill into mined
pits or in the Waste Rock Disposal Area. The majority of the tailings are expected to be backfilled
into mined pits. Final slopes shall be covered with topsoil or other suitable material and vegetated
in accordance with approved plans. The cover soil shall consist of a minimum of four feet of
natural soil. The upper twelve inches shall be capable of supporting final vegetation. Where
possible, the cover soil shall be placed on steep slopes starting at the toe of the slope, then
working upward. North Pit and West Pit shall be reclaimed as lakes.
MARSHALL MILLER & Assoc1ATE5 INc. 2

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supervision and is correct to the best of my
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licensed Professional Engineer under the SEAL'
\ laws of the Sta e of o h Carolina.
048820
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Date: August 26, 2021 fI;,'• 8. W�`, `,���
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` \ EXTENTS OF MINE PITS
AND EXCAVATION
/ I hereby certify that this document was �.�' CAR 30 FT. DELINEATED STREAM BUFFER
prepared by me or under my direct personal �•���•.,.•••.. ���
supervision and is correct to the best of my �� Q ; �FESS/p'••, 2
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licensed Professional Engineer under the
laws of the Sta e of o h Carolina. ?� 048820 200 400 600
(Signature)
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prepared by me or under my direct personal �� ¢�•,,,••••., �� �,
supervision and is correct to the best of my Q . �F�S51p ' �2
knowledge and belief and that I am a duly 7
licensed Professional Engineer under the SEAL
laws of the Sta e of o h Carolina. ?� 048820
(Signature) i ..,,,,.•
Date: August 26, 2021
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NOTES:
1)During Mining All Drainage Will Be
Controlled In -Pit With Pumping As
Proposed To Dewatering Pond(s).
2) See Appendix B Sheet 34 of 34
Typical Pit Dewatering Pond Details.
3) See Appendix B Sheet 32 of 34
Typical Pit Backfill Section For Pit Cross
Section.
4) See Appendix B Sheet 32 of 34 For
Silt Fence Detail.
LEGEND
GASTON COUNTY PARCEL LINES
PERMIT LINE
25 FEET MINE PERMIT BUFFER
100 FT LOT BUFFER
200 FT STRUCTURES BUFFER
300 FT RESIDENTIAL BUFFER
40 FT PLANTING BUFFER
DELINEATED WETLANDS
UD-2 [ _ ] UNDERDRAIN
DRAINAGE AREA LINES
DRAINAGE DIVERSION DITCH
WASTE ROCK FLUME
-X-X- 6-FOOT FENCE LINE
SILT FENCE LOCATION
WASTE ROCK CONVEYOR BELT
EXTENTS OF MINE PITS
AND EXCAVATION
30 FT. DELINEATED STREAM BUFFER
AERIAL VIEW
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1)During Mining All Drainage Will Be
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Typical Pit Dewatering Pond Details.
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_ LEGEND
HASTINGS R - GASTON COUNTY PARCEL LINES
PERMIT LINE
25 FEET MINE PERMIT BUFFER
CLOSE
- 100 FT LOT BUFFER
200 FT STRUCTURES BUFFER
L ING GATE
--- - - ,q __ 300 FT RESIDENTIAL BUFFER
40 FT PLANTING BUFFER
DELINEATED WETLANDS
- UD-2 [ _ ] UNDERDRAIN
DRAINAGE AREA LINES
DRAINAGE DIVERSION DITCH
WASTE ROCK FLUME
\\ —X—X— 6-FOOT FENCE LINE
SILT FENCE LOCATION
- - — WASTE ROCK CONVEYOR BELT
EXTENTS OF MINE PITS
AND EXCAVATION
I hereby certify that this document was .�'\A V?o30 FT. DELINEATED STREAM BUFFER
b me or under m direct personal
prepared Y Y p �• Q• ,,<z
supervision and is correct to the best of my Q . �FfS5/ 2
- AERIAL VIEW
knowledge and belief and that I am a duly ��QQ SEAL licensed Professional Engineer under the S =
laws of the Sta e of o h Carolina. ?� : 048820
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(Signature) ��•'•�;G!lfEF'�`Q��
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Piedmont Lithium Carolinas, Inc. I North Carolina Mining Permit Application
Appendix D: Supporting Concentrate Operations Documentation
D.2 Road and Conveyor Construction
Specifications

;jHPLLELL
SOCI ES'
Table of Contents
Concentrate Operations Road and Conveyor Construction Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 2021
Page No.
Introduction................................................................................................................................. 1
1 Design Drawings, Plan View, Map, Construction Specifications and Cross Sections ................ 1
2 Road Width, Gradient, and Surfacing Materials......................................................................1
3 Fill Embankment and Road Cut............................................................................................... 2
4 Culverts, Bridges, and Low -Water Crossing............................................................................. 2
5 Drainage Ditches and Structures............................................................................................. 2
6 Operation and Maintenance Procedures................................................................................ 2
7 Certification and Periodic Inspection Procedures.................................................................... 2
8 Abandonment and/or Removal Plan...................................................................................... 2
9 Whitesides Road Tunnel Crossing........................................................................................... 3
MARSHALL MILLER & ASSOCIATES, INC.

Concentrate Operations Road and Conveyor Construction Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
Introduction
A series of haul roads and conveyors are proposed under this application. The proposed conveyors will
be located on the haul road surface for the majority of the project. Where elevated conveyors are
proposed, access roads will be constructed to provide access for maintenance and repair. Road ditches,
sediment traps, culverts, and sediment basins will control the runoff from haul roads, access roads, and
conveyors.
1 Design Drawings, Plan View, Map, Construction
Specifications and Cross Sections
A plan view of the primary roads and conveyors is shown on the Site/Mine Map Plan View (Appendix
A). Profiles and cross sections are included on Road and Conveyor Profiles and Cross Sections (Appendix
8).
> Clearing and Grubbing — Clearing and grubbing shall be done as described in this application.
> Excavation — If excavation is required to construct the roads and conveyor truss pads,
excavations shall not be steeper than 21-1:1V (Horizontal:Vertical) in soil or 0.251-1:1V in rock.
Details regarding road construction are provided in this section.
> Culverts — Culverts shall be installed at the approximate locations shown on the design
drawings. Size requirements are included in this section.
2 Road Width, Gradient, and Surfacing Materials
As shown on the Site/Mine Map (Appendix A) and the Road and Conveyor Profiles and Details Sheets
(Appendix 8), the total width for the haul road shall be a maximum 79 feet running width between haul
road ditches. Access road widths are 50 feet running width. The overall grade will not exceed 10
percent and the maximum pitch grade will not exceed 15 percent for 300 feet in each 1,000 feet. The
grade on the switchback curves will be reduced to less than the approach grade and will not be greater
than 10 percent.
MARSHALL MILLER & ASSOCIATES, IN[. 1

Concentrate Operations Road and Conveyor Construction Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
3 Fill Embankment and Road Cut
Embankment sections required for road construction shall be benched into the original ground surface
(or existing fill) as shown on the benching detail included on the Road and Conveyor Profiles and Details
Sheets (Appendix 8).
4 Culverts, Bridges, and Low -Water Crossing
Ditch culverts shall be installed beneath roadways at the approximate locations as shown on the
drawings.
5 Drainage Ditches and Structures
The appropriate road ditches and sediment traps will be installed at the approximate locations as
shown on the drawings.
6 Operation and Maintenance Procedures
Operation and maintenance procedures will consist of keeping a durable surface and keeping sediment
and drainage control structures maintained and operational. A road or conveyor belt structure
damaged by a catastrophic event will be repaired as soon as practical after the damage has occurred.
7 Certification and Periodic Inspection Procedures
Access roads, haul roads, and conveyor structures shall be inspected as part of the weekly site
inspections required for the facility. Certification of road construction shall be included in the required
quarterly and annual reports.
8 Abandonment and/or Removal Plan
Conveyor structures will be deconstructed after they are no longer needed for production operations.
Roads will be abandoned as soon as practical after they are no longer needed for construction or
reclamation operations. Regrade slopes shall be reshaped as necessary to be compatible with the post -
mining land use and revegetation requirements, and to compliment the natural drainage pattern of the
surrounding terrain.
MARSHALL MILLER & ASSOCIATES, IN[. 2

Concentrate Operations Road and Conveyor Construction Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
9 Whitesides Road Tunnel Crossing
Piedmont Lithium Carolinas, Inc. (PLCI) proposes installation of a BridgeCor Horizontal Ellipse (45'-5"
Span x 28'-0" Rise) Tunnel to convey Whitesides Road beneath their proposed haul road, which
provides access between mine and plant operations. The proposed tunnel is located approximately
0.21 miles southwest of Hephzibah Church Road on Whitesides Road. The tunnel is approximately 130
feet in length. End walls and wingwalls for the proposed tunnel will be constructed with modular
blocks. All work shall be in accordance with North Carolina Department of Transportation (NCDOT)
Standard Specifications.
Prior to installation of the tunnel, Whitesides Road will be temporarily closed to thru traffic. The
temporary road closure will be conducted in accordance with plans approved by the NCDOT. All
necessary traffic control devises for the proposed road closure shall be installed and maintained
throughout construction. Existing utilities that conflict with the proposed tunnel shall be relocated
prior to road closure, if possible, or relocated during tunnel construction if tunnel conveyance is
required.
Once Whitesides Road is closed, tunnel construction shall commence with installation of sediment traps
as shown on Sheet 31 in Appendix B. Next, the road will be excavated for tunnel placement. Upon
completion of road excavation, the subgrade will be proof rolled and soft areas will be excavated and
backfilled with stone to ensure a stable foundation for base material placement. Base material will be
placed and compacted in accordance with approved plans. The proposed tunnel shall be erected from
steel plates and stiffening ribs designed to handle anticipated loading from mine operations. The tunnel
shall have beveled ends cut to match the batter of the proposed modular block wall. Upon completion
of tunnel erection, end wall and wingwall construction shall commence. The walls will be raised in
multiple lifts with modular blocks. Initial lifts will be backfilled prior to construction of the next lift. A
portion of the tunnel interior will also be backfilled as the backfill on the outside of the tunnel is brought
up to final grade. Existing road ditches or culverts will be extended thru the proposed tunnel adjacent
to the road surface to covey drainage upon completion of construction. Road base stone, asphalt base
course and asphalt surface coarse will be placed upon completion of wall construction and backfilling
operations. All constructed slopes and associated disturbed area shall be graded, seeded, and mulched
as soon as practicable to protect and stabilize final grading operations from future erosion. Sediment
traps shall be graded to eliminate impounding capacity, seeded, and mulched to prevent the potential
for future erosion. Last, the Whitesides Road Tunnel will be reopened to traffic.
PLCI anticipates a temporary closure of Whitesides Road for at least ninety days; however, due to the
volatility in material availability and pricing and coupled with the potential difficulty of contractors
maintaining an experienced workforce, the temporary road closure could last up to six months. All
relevant closure requirements will be reviewed and approved by the NCDOT.
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Piedmont Lithium Carolinas, Inc. I North Carolina Mining Permit Application
Appendix D: Supporting Concentrate Operations Documentation
D.3 Ditch General Construction Specifications

i
M►L LLE
SOCI ES
Table of Contents
Concentrate Operations Ditch General Construction Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 2021
Page No.
1 Site Preparation...................................................................................................................... 1
2 Excavation.............................................................................................................................. 1
3 Vegetated Lining..................................................................................................................... 1
4 Rock Riprap Lining.................................................................................................................. 1
5 Grouted Rock Riprap Lining.................................................................................................... 1
6 Working Edge Ditches............................................................................................................. 2
7 Outlets................................................................................................................................... 2
8 Maintenance.......................................................................................................................... 2
9 Restoration of Surface and/or Structures............................................................................... 2
10 Cleaning Up............................................................................................................................ 2
MARSHALL MILLER & ASSOCIATES, INC.

Concentrate Operations Ditch General Construction Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
1 Site Preparation
All obstructions and vegetative material will be removed along the line as is necessary for the
construction of the ditches.
2 Excavation
The completed ditches will conform to the lines, grades, and cross -sections shown on the applicable
design drawings located in Appendix B. The indicated design depths are minimum requirements; the
actual depths may be greater. The constructed channels will be generally free -draining and low areas
will not exceed one-half (0.5') feet in depth. All portions of the ditch will be finished and smoothed, if
necessary, for the establishment of vegetative cover. Field adjustments may be made to conform to
actual site conditions, if the minimum design configurations, specifications, and proper functioning of
the drainage structure are maintained.
3 Vegetated Lining
Vegetated lining, when required, will be placed upon completion of final grade of ditch line, the ditch
shall be vegetated according to the vegetation plan.
4 Rock Riprap Lining
Rock riprap lining, when required, will be placed in an eighteen (18) inch minimum thick blanket on the
bottom and sides of the channel. The rock will be non -toxic, non-acid producing, durable rock having
a minimum slake durability of ninety-five (95) percent and a median diameter (d50) of twelve inches
(12"). Twenty-five (25) percent by weight of the rock will be one and one-half (1-1/2) times the median
diameter or slightly larger. The remaining seventy-five (75) percent will be well -graded material
consisting of sufficient rock small enough to fill the voids between the larger rocks.
5 Grouted Rock Riprap Lining
Grouted rock riprap lining, when required, will be placed in an eighteen (18) inch thick blanket on the
bottom and sides of the channel. The rock will be non -toxic, non-acid producing, durable rock having
a minimum slake durability of ninety-five (95) percent. The sizing of the rock shall range in nominal
diameter from three (3) inches to eighteen (18) inches with a minimum median diameter (d50) of
twelve (12) inches. Twenty-five (25) percent by weight of the rock will be one and one half (1 — 1/2)
MARSHALL MILLER & ASSOCIATES, IN[. 1

Concentrate Operations Ditch General Construction Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
times median diameter or slightly larger. Ten (10) percent of the rock shall be no smaller than three
(3) inches. The remaining sixty-five (65) percent of the rock will be graded between three (3) and
eighteen (18) inches. The grout shall be a sand/cement mixture with enough water added to yield a
workable consistency that will fully penetrate the rock riprap. The grout mixture shall develop a
twenty-eight (28) day compressive strength of three thousand (3000) psi. The grout mixture shall be
approved by the Engineer and/or Owner prior to placement.
6 Working Edge Ditches
Working edge ditches, when required, will be constructed in natural ground or compacted fill and
maintained as necessary to control surface drainage.
7 Outlets
The ditches will outlet as shown on the plans. The outlet area will be riprapped if necessary and
disturbed soil areas will be revegetated according to the vegetation plan.
8 Maintenance
The ditches will be kept free of sediment and other debris during the working life of the facility so that
the flow of water will remain unimpeded. If needed, critical sections will be covered with rock.
9 Restoration of Surface and/or Structures
The contractor will restore the surface and/or structures disturbed to a condition equal to that before
the work began and to the satisfaction of the Engineer and/or Owner and will furnish all labor and
material incidental thereto.
10 Cleaning Up
Surplus material, tools and temporary structures will be removed by the Contractor. All dirt, rubbish
and excess earth from the excavation will be hauled to an approved disposal area provided by the
Contractor and the construction site will be left clean to the satisfaction of the Engineer and/or Owner.
MARSHALL MILLER & ASSOCIATES, IN[. 2

Piedmont Lithium Carolinas, Inc. I North Carolina Mining Permit Application
Appendix D: Supporting Concentrate Operations Documentation
DA Sediment Structures/General Construction
Specifications

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SOCI ES
Table of Contents
Concentrate Operations Sediment Structures/General Construction Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 2021
Page No.
1 Sediment Basins, Sediment Ditches, Ditches, and Flumes ....................................................... 1
2 Excavation.............................................................................................................................. 1
3 Vegetated Lining..................................................................................................................... 1
4 Riprap Lining........................................................................................................................... 1
5 Maintenance.......................................................................................................................... 1
MARSHALL MILLER & Assoc1ATE5, INc.

Concentrate Operations Sediment Structures/General Construction Specifications, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
1 Sediment Basins, Sediment Ditches, Ditches, and Flumes
Prior to installation of drainage structures the sites shall be cleared and grubbed of all organic and
unsuitable material. Topsoil material shall be removed and stockpiled. All obstructions will be removed
along the line as is necessary for the construction of the sediment basins, sediment ditches, ditches,
and flumes.
2 Excavation
The completed sediment basins, sediment ditches, ditches, and flumes will conform to the cross -
sections shown on the applicable design drawings located in Appendix B. The indicated design depths
are minimum requirements; the actual depths may be greater. The constructed channels will be
generally free -draining and low areas will not exceed 0.5 foot in depth. All portions of the channel will
be finished and smoothed, if necessary, for the establishment of vegetative cover. Field adjustments
may be made to conform to actual site conditions, if the minimum design configurations, specifications,
and proper functioning of the drainage structure are maintained.
3 Vegetated Lining
Channels requiring vegetated lining shall be covered with a layer of soil having a minimum thickness of
12 inches. The soil lined channel shall be vegetated in accordance with an approved vegetation plan.
4 Riprap Lining
Rock riprap lining, when required, shall be placed in a 1.5 feet minimum thick blanket on the bottom
and sides of the channel. The rock will be non -toxic, non-acid producing, durable rock having a
minimum slake durability of 95% with a median diameter (D50) of 12 inches. Twenty-five percent by
weight of the rock will be 1.5 times the median diameter or slightly larger. The remaining seventy-five
percent will be well -graded material consisting of sufficient rock small enough to fill the voids between
the larger rocks. Material that will slake in water shall not be used.
5 Maintenance
The sediment basins, sediment ditches, ditches, and flumes will be kept free of sediment and other
debris during the working life of the facility, so the flow of water will remain unimpeded. Maintenance
of the ditches and bench flumes will be conducted throughout the life of the project to ensure
protection against channel erosion.
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Piedmont Lithium Carolinas, Inc. I North Carolina Mining Permit Application
Appendix D: Supporting Concentrate Operations Documentation
D.5 Guideline Technical Specifications for
Waste Rock Disposal Area

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
Table of Contents
Page No.
Introduction................................................................................................................................. 1
1 Waste Rock Disposal............................................................................................................... 2
1.1 General.............................................................................................................................2
1.2 Site Preparation................................................................................................................2
1.3 Waste Rock Placement and Compaction..........................................................................3
1.4 Underdrain Installation....................................................................................................3
1.5 Waste Rock Cover Soil for Vegetation.............................................................................. 5
2 Waste Rock Disposal Site Surface Drainage Facilities.............................................................. 5
2.1 General.............................................................................................................................5
2.2 Ditches............................................................................................................................. 5
2.3 Benches............................................................................................................................5
2.4 Flumes..............................................................................................................................5
2.5 Rock Riprap...................................................................................................................... 5
2.6 Grouted Rock Riprap........................................................................................................ 6
3 Waste Rock Disposal Site Revegetation.................................................................................. 6
3.1 Ditch Soil Lining................................................................................................................6
3.2 Waste Rock Disposal Sites................................................................................................6
4 Monitoring and Maintenance................................................................................................. 6
4.1 Waste Rock Quantities..................................................................................................... 6
4.2 General Observations.......................................................................................................7
4.3 Maintenance.................................................................................................................... 7
4.4 Data Review..................................................................................................................... 7
MARSHALL MILLER & Assoc1ATE5, INc.

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Area, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
Introduction
Guideline Technical Specifications have been prepared by Marshall Miller & Associates, Inc. (MM&A)
for the proposed Waste Rock Disposal Sites associated with Piedmont Lithium Carolinas, Inc's (PLCI)
Carolina Lithium Project. The site is located approximately seven (7) miles north of Bessemer City,
Gaston County, North Carolina. The Waste Rock Disposal Site is shown on the Site/Mine Map Plan View
drawing (Appendix A). Detailed design drawings for the disposal site are provided in Appendix B. The
waste rock disposal site will permanently store waste rock from lithium mine operations and tailings
from the associated processing plant. The information contained herein provides sufficient detail and
technical guidance to PLCI for construction of the waste rock disposal site in a manner consistent with
the construction drawings, design assumptions and prudent engineering practice. PLCI will undertake
construction of the outlet structures, waste rock conveyor, and haulage routes necessary for placement
of the waste rock materials. Additionally, PLCI shall retain the services of a Certifying Engineer, if
necessary, to prepare Construction Monitoring Reports per North Carolina Regulations. The Certifying
Engineer shall be a qualified Registered Professional Engineer or a specialist chosen to represent the
Engineer that is knowledgeable of these design documents and operational requirements and is responsible
for certification of the proposed waste rock disposal site.
These specifications shall be supplemented with regular site visits by a qualified Registered Professional
Engineer and/or a specialist chosen to represent the Engineer that is knowledgeable of these design
documents and operational requirements and is responsible for certification of the proposed waste
rock disposal site. The frequency of site visits in the regulations shall be considered the minimum
required. Additional site visits may be required during critical periods of the facility construction (i.e.,
during underdrain construction) at the discretion of the Certifying Engineer.
The waste rock disposal site will consist of coarse waste rock generated from pit excavation operations
and tailings (i.e., fine waste rock) produced from the proposed processing plant. An underdrain system
will be installed in three locations as shown on detail sheets located in Appendix B. The underdrain
outlets shall discharge into Sediment Basin 1 and Sediment Basin 4. These Guideline Technical
Specifications pertain to the construction of the proposed waste rock disposal sites. Major work items
include the following:
> Site Preparation - All areas proposed for disposal of waste rock shall be cleared of all topsoil,
unsuitable materials and organics (trees and stumps). Topsoil and select cover soil materials
shall be stockpiled for future use as final cover for the completed disposal sites.
> Surface Drainage Facilities - A system of sediment basins, ditches, benches, and flumes shall be
constructed to minimize erosion during construction of the waste rock disposal site. The
location, design, and construction requirements for each structure is presented in the permit
application.
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Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
> Vegetation of Completed Areas - A program for vegetating all final graded waste rock surfaces
shall be established to provide erosion protection.
> Monitoring and Maintenance - A program for obtaining and reporting observations and
monitoring data at regular intervals relating to the waste rock disposal site performance is
described herein.
1 Waste Rock Disposal
1.1 General
Plans and details for the proposed Waste Rock Disposal Site are located in Appendix B.
1.2 Site Preparation
a. Clearing and Grubbing — Prior to clearing and grubbing of the site, silt fence will be installed as
shown on Sheet 1 of Appendix A to control stormwater runoff for the site. Clearing shall consist
of the removal of standing trees, stumps, brush, downed timber, logs and other vegetation above
the ground surface within the proposed limits of the waste rock disposal site. Grubbing shall
consist of removal of all stumps, roots, root mats, buried logs, topsoil and organic soils (i.e.,
greater than S percent organics by weight) and other objectionable material below the ground
surface. Roots larger than 1 % inches in diameter shall be completely removed.
All areas within the footprint of the proposed waste rock disposal site shall be cleared of topsoil,
cover soil, loose saturated unstable soils, and organics. In addition, all trees, brush, shrubs and
combustible materials shall be cleared a minimum of 20 feet beyond the waste rock disposal site
footprint for access and inspection. All cleared material shall be removed from the proposed
footprint. Topsoil and select cover soil materials shall be stockpiled for future use as final cover
for the completed disposal sites.
Procedures for burning shall comply with applicable State and Federal regulations. In no case
shall any combustible material be disposed of within the footprint of the disposal sites. Clearing
shall commence in a logical fashion, as determined by PLCI. Cleared areas shall be sufficiently
graded to establish reasonably smooth contours to control stormwater runoff. All small holes or
depressions resulting from clearing and grubbing operations shall be filled with suitable soil or
coarse waste rock.
b. Surface Drainage and Sediment Control - Prior to the construction of the waste rock disposal site,
all sediment control structures (sediment basins) must be installed to control stormwater runoff
from disturbed areas. All drainage structures must be maintained until vegetation is established
on the waste rock disposal site. Specific construction details for each drainage structure (i.e.,
sediment basins, ditches, benches, and flumes) is provided in the permit application.
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Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
C. Excavation - Existing soft, unsuitable soil materials within the footprint of the proposed waste
rock disposal site shall be excavated to competent soil or rock. All excavated unsuitable material
shall be stockpiled for future use or disposed of onsite. If necessary, loose natural soils may have
to be over -excavated and replaced with waste rock or an acceptable soil material that is free of
organics. The excavation, removal and replacement of unsuitable materials shall be performed
in the presence of the Certifying Engineer or authorized representative.
1.3 Waste Rock Placement and Compaction
a. Lines and Grades — Waste rock disposal site shall be constructed to the lines and grades shown
on the details sheets (Appendix B).
b. Material — Waste rock from pit excavation and tailings produced at the processing plant shall be
disposed of within the waste rock disposal site.
C. Placement— Waste rock from pit excavation shall be transported via a conveyor and/or hauled to
the disposal site by truck and spread in nearly horizontal lifts using a bulldozer or other earth -
moving equipment. The maximum loose lift thickness shall not exceed six (6) feet. The surface
of the waste rock disposal site shall be graded to drain to the approved system of ditches,
benches, and flumes. Tailings from the processing plant will be disposed of as backfill into mined
pits or in the Waste Rock Disposal Area. The majority of the tailings are expected to be backfilled
into mined pits. Any tailings placed in the Waste Rock Disposal Area should be placed near the
center of the fill. Final slopes shall be covered with topsoil or other suitable material and
vegetated in accordance with approved plans, prior to placement of the next successive lift.
1.4 Underdrain Installation
a. General - Underdrains shall consist of durable blasted rock wrapped with a non -woven geotextile
fabric. Underdrains shall be installed at the locations shown on Sheet 1 of 34 and Sheet 2 of 34
in Appendix B. The underdrain outlets shall discharge into the appropriate sediment basin as
shown on the detail drawings located in Appendix B. Underdrains shall be extended to existing
wet weather seeps, springs or other forms of groundwater identified during installation.
Deviations from the approved locations shall be documented and shown on an as -built drawing.
b. Blasted Rock — Blasted rock shall be clean, durable and unweathered material. Size gradation for
the blasted rock shall consist of at least 50% rock measuring twelve inches to twenty-four inches
at its intermediate axis. The blasted rock shall have a maximum intermediate axis of twenty-four
inches, a D50 of twelve inches, and contain no more than 5 percent (by weight) material less than
three inches as measured at its intermediate axis. The gradation for NC DOT Class II aggregate is
acceptable as an alternate. Additionally, the blasted rock shall have a slake durability index of
greater than 95 as determined by ASTM D4644.
C. Non -woven Geotextile - The non -woven geotextile shall be US 160NW Nonwoven Geotextile
Fabrics and Fibers Company, 180N manufactured by Mirafi Construction Products, or an Engineer
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Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
approved equivalent that meets the Minimum Average Roll Values for geotextile products
presented below in Table 1. Geotextile fabrics shall be furnished in an un-torn, un-stretched
condition, free of defects that alter the drainage and filtering capability of the geotextile. The
geotextile shall be stored in the manufacturer protective covering until ready to install.
Table 1: Minimum Average Roll Values (MARV)
For Non -woven Geotextile Fabrics
Properties
Test Method
Unit
Minimum Average
Roll Values
6 oz./ sy
8 oz./ sy
12 oz./ sy
Mass Per Unit Area
ASTM D3776
oz./ydz
5.8
7.8
11.8
Grab Tensile Strength
ASTM D4632
Ibs
155
205
300
Grab Elongation
ASTM D4632
%
50
50
50
Puncture Resistance
ASTM D4833
Ibs
90
110
175
Trapezoidal Tear Strength
ASTM D4533
Ibs
60
80
115
Permittivity
ASTM D4491
sec-1
1.30
1.05
0.80
Apparent Opening Size
ASTM D4751
sieve size
70-100
70-100
80-120
UV Resistance (at 500 Hours)
ASTM D4355
Strength
Retained
70
70
70
d. Installation —The blasted rock underdrains are wrapped entirely in filter cloth with a minimum
two (2) foot overlap. The underdrains shall be constructed to the dimensions shown on the detail
below.
TO BE WRAPPED IN FILTER CLOTH
MIRAFI 140N OR EQUIVALENT
24"0 MAX. ROCK —\ , r MIN. 2' OVERLAP
-------------
i
3" CUSHION OF S
3" 0 (MAX.) ROCK
i
i
10'
PROPOSED
ROCK UNDERDRAIN DETAIL
N.T.S.
Upon installation, the underdrain geotextile shall be covered with two (2) feet of free draining
soil (i.e., sandy gravel or natural sand with less than 7% passing the No. 200 sieve). In addition,
MARSHALL MILLER & AssoclATES INc. 4

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
to minimize possible contamination by suspended fines, installation of the drain should begin at
the higher elevation and proceed to the lowest elevation. The underdrains shall be placed with
a near uniform slope between specified elevations, without any depressions or flat areas where
fines and water would settle or collect.
1.5 Waste Rock Cover Soil for Vegetation
a. Cover Soil —The cover soil shall consist of a minimum of four feet of natural soil. The upper twelve
inches shall be capable of supporting final vegetation. Where possible, the cover soil shall be
placed on steep slopes starting at the toe of the slope, then working upward.
2 Waste Rock Disposal Site Surface Drainage Facilities
2.1 General
During construction of the waste rock disposal site, a system of ditches, benches, and flumes shall be
constructed to control surface runoff and minimize erosion. The location of drainage structures is
shown on the detail sheets located in Appendix B for the Waste Rock Disposal Site.
2.2 Ditches
Ditches shall be constructed in accordance with the location as shown on the detail sheets located in
Appendix B. Ditches are lined with SC-250 Erosion Blanket or equivalent and rock riprap per size and
thickness indicated on the ditch design sheets. All ditches were sized to handle the peak discharge
generated from a 25-year, 24-hour storm event.
2.3 Benches
Drainage benches installed around the perimeter of the waste rock disposal site shall be constructed in
accordance with the location, lines, and grades shown on the detail sheets located in Appendix B. A
typical Bench/Slope Detail is provided on the detail sheets located in Appendix B depicting a cross
sectional view of the proposed benches. All final side slope benches shall be covered with soil and
vegetated to reduce erosion.
2.4 Flumes
Flumes shall be constructed in accordance with the location, lines, and grades shown on details sheets
located in Appendix B. Flumes are lined with grouted rock riprap. All flumes were sized to handle the
peak discharge generated from a 25-year, 24-hour storm event.
2.5 Rock Riprap
Rock riprap lining, when required, will be placed in an eighteen (18) inch minimum thick blanket on the
bottom and sides of the channel. The rock will be non -toxic, non-acid producing, durable rock having
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Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
a minimum slake durability of ninety-five (95) percent and a median diameter (d50) of twelve inches
(12"). Twenty-five (25) percent by weight of the rock will be one and one-half (1-1/2) times the median
diameter or slightly larger. The remaining seventy-five (75) percent will be well -graded material
consisting of sufficient rock small enough to fill the voids between the larger rocks.
2.6 Grouted Rock Riprap
Grouted rock riprap lining, when required, will be placed in an eighteen (18) inch thick blanket on the
bottom and sides of the channel. The rock will be non -toxic, non-acid producing, durable rock having
a minimum slake durability of ninety-five (95) percent. The sizing of the rock shall range in nominal
diameter from three (3) inches to eighteen (18) inches with a minimum median diameter (d50) of
twelve (12) inches. Twenty-five (25) percent by weight of the rock will be one and one half (1 —1/2)
times median diameter or slightly larger. Ten (10) percent of the rock shall be no smaller than three
(3) inches. The remaining sixty-five (65) percent of the rock will be graded between three (3) and
eighteen (18) inches. The grout shall be a sand/cement mixture with enough water added to yield a
workable consistency that will fully penetrate the rock riprap. The grout mixture shall develop a
twenty-eight (28) day compressive strength of three thousand (3000) psi. The grout mixture shall be
approved by the Engineer and/or Owner prior to placement.
3 Waste Rock Disposal Site Revegetation
3.1 Ditch Soil Lining
Final soil linings in ditches shall be seeded and mulched to provide a continuous stand of vegetation.
Plant species shall be native, non-competitive ground cover that is compatible with the surrounding
land use.
3.2 Waste Rock Disposal Sites
Vegetation of final waste rock disposal site shall be accomplished by placing a natural soil cover or other
materials capable of supporting vegetation on the surface of the final waste rock disposal site and
subsequently planting to establish a continuous stand of vegetation. The waste rock disposal site shall
be covered with four feet of soil and seeded at the completion of each 20-foot elevation interval.
4 Monitoring and Maintenance
4.1 Waste Rock Quantities
Records of waste rock quantities disposed at the facility shall be maintained by PLCI. These records
permit comparison with the quantities used for design and making modifications to the disposal plan,
if necessary. The records shall be reviewed annually.
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Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
4.2 General Observations
Waste rock disposal site observations shall be made monthly and immediately following any unusual
events such as floods, heavy rainfalls, heavy frost periods, abnormal structural behavior, etc. Reports
or records from field observations shall be maintained at the mine office. Any unusual observations
shall be reported immediately to the Certifying Engineer. Items to be recorded by PLCI and the
Certifying Engineer include the following:
a. Waste Rock Disposal Site Slopes - Any irregularities such as tension cracks, scarps, slumps, wet
areas or vegetation disturbance shall be recorded.
b. Working Disposal Surface - Irregularities shall be recorded.
C. Benches and Ditches - General condition of channels, soil erosion adjacent to or beneath riprap
and seeded slopes, blockage by debris, etc., shall be recorded.
d. Underdrain Flow - Flow measurements at underdrain outlets shall be recorded on a monthly
basis.
4.3 Maintenance
The following maintenance items shall be performed regularly:
a. Routine Maintenance - Continuous maintenance, including replacement or patching of grouted
riprap, reseeding of benches and final slopes, removal of debris from ditches and flumes at the
site, etc.
b. Maintenance After Unusual Meteorological Events (Heavy Rainfall, Extreme Frost Periods, Severe
Droughts, Floods, High Winds, Etc.) - The most important maintenance tasks, at these times, are
the immediate backfilling of all scarps or slumps, repair of erosion rills or gullies and the repair
and improvement of drainage systems and riprap lined ditches.
C. Maintenance After Abnormal Changes in the Behavior of the Structure - If abnormal behavior of
any portion of the embankment is observed, qualified persons knowledgeable of the facility
design characteristics shall be advised immediately and any recommended maintenance
measures undertaken.
4.4 Data Review
If the initial waste rock material properties do not meet those assumed in the original permit
application, then the Certifying Engineer shall determine if changes should be made to the placement
procedures or if the stability of the disposal site should be reevaluated.
MARSHALL MILLER & AssoclATES INc. 7

Piedmont Lithium Carolinas, Inc. I North Carolina Mining Permit Application
Appendix D: Supporting Concentrate Operations Documentation
D.6 Drainage Calculations

1!1�11
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WSOCIPJES- ;
Drainage Calculations for Concentrate Operations, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 2021
The Erosion and Sediment Control (ESC) design for the Concentrate Operations will control all
stormwater runoff for the disturbed areas of the Concentrate Operations site. The Sediment
Basins, Sediment Traps, Ditches, and Culverts are designed on a 25-year, 24-hour storm event. All
In -Stream Culverts are designed on a 100-year, 24-hour storm event. The Pit Ponds are designed
to hold approximately 1,000,000 gallons of pumped water from the pit area as needed during
operations with spillways designed to discharge 100 cubic feet per second. All sediment
structures have a design height of less than 25 feet and a maximum impoundment capacity of
less than 50 acre-feet. Refer to the Drainage Analysis Map included in Appendix B of the
application package as a supplement to the Drainage Calculations for Concentrate Operations .
MARSHALL MILLER & AssociATE5 INC.

1!1�11
HU LLE
WSOCIPJES- ;
Waste Rock Pile — Phase 1
Drainage Calculations for Concentrate Operations, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 2021
• Waste Rock Pile — Phase 1 Sedcad and Weighted Curve Sheets
MARSHALL MILLER & AssoCIATES INC.

SEDCAD 4 for Windows
ioop .7nin D.-W. I Q,s,. h
1
Piedmont Lithium Carolinas,,:
Gaston Countv. North Caroli
Stormwater Management Plan
Phase I Waste Rock Pile
Drainage Area(s):1,2,3,3A,4,4A,4B,51616A,7,8,9,10,11,
12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,26Aand
27
Storm Event; 25 -Year/ 24-Hour
MM&A Project No, PLM09
January 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename PHASE 1 WASTE ROCK PILE25 YR sc4 Printed 08-05-2021

SEDCAD 4 for Windows
ionst _amn c-i. s cz tih—k
General Information
Storm Information;
Storm Type:
NRCS Type II
Design Storm:
25 yr - 24 hr
Rainfall Depth:
6.240 inches
Filename PHASE 1 WASTE ROCK PILE_25 YR.sc4 Printed 08-05-2021

SEDCAD 4 for Windows
r-,imo inns onin o-i. i cm--h
Structure Networking;
Type
Stru
#
(flows
Into)
5tru
#
Musk- K
(hrs)
Musk. X
Description
Null
#1
=_>
#3
0.000
GADD
DA-1
Null
#2
=_>
#28
0.000
0.000
DA-2 '
Null
#3
=_>
#29
0.000
0.000
DA-3
Null
#4
=_>
#2
0.000
0.000
DA-4
Null
#5
=_>
#6
0.000
0.000
DA-5
Null
#6
=->
#3
0.000
0.000
DA-6
Null
#7
=_>
#8
0.000
0.000
DA-7
Null
#8
=_>
#30
0.000
0.000
DA-8
Null
#10
=_>
#12
0.000
0.000
DA-10
Null
#11
=_>
#10
0.000
0.000
DA-11
Null
#12
=_>
#31
0.000
0.000
DA-12
Null
#13
=_>
#8
0.000
0.000
DA-13
Null
#14
=_>
#10
0.000
0.000
DA-14
Null
#15
=_>
#12
0.000
0.000
DA-15
Null
#16
=_>
#17
0.000
0.000
DA-16
Null
#17
=_>
#32
0.000
0.000
DA-17
Null
#18
=_>
#33
0.000
0.000
DA-18
Null
#19
=_>
#18
0.000
0.000
DA-19
Null
#20
==>
#21
0.000
0.000
DA-20
Null
#21
=_>
#34
0.000
0.000
DA-21
Null
#22
=_>
#23
0.000
0.000
DA-22
Null
#23
=_>
#35
0.000
0.000
DA-23
Null
#24
=_>
#36
0.000
0.000
DA-24
Null
#25
==>
#24
0.000
0.000
DA-25
Null
#26
=_>
#27
0.000
0.000
DA-26
Null
#27
=_>
#37
0.000
0.000
DA-27
Null
#28
=_>
#38
0.000
0.000
SED BASIN 1 OUTLET
Null
#29
=_>
#38
0.000
0.000
SED BASIN 2 OUTLET
Null
#30
=_>
#38
0.000
0.000
SED BASIN 3 OUTLET
Null
#31
=_>
#38
0.000
0.000
SED BASIN 4 OUTLET
Null
#32
=_>
#38
0.000
0.000
SED BASIN 5 OUTLET
Null
#33
=_>
#38
0.000
0.000
SED BASIN 6 OUTLET
Null
#34
=_>
#38
0.000
0.000
SED BASIN 7 OUTLET
Null
#35
=_>
#38
0.000
0.000
SED BASIN 8 OUTLET
Null
#36
=_>
#38
0.000
0.000
SED BASIN 9 OUTLET
Null
#37
=_>
#38
0.000
0.000
SED BASIN 10 OUTLET
Null
#38
=_>
End
0.000
0.000
NULL
Null
#39
=_>
#7
0.000
0.000
DA-6a
Null
#40
=_>
#7
0.000
0.000
DA-9
Null
#41
=_>
#3
0.000
0.000
j DA-3a
Filename: PHASE 1 WASTE ROCK PILE_25 YR.sc4 Printed 08-05-2021

SEDCAD 4 for Windows
r—rinhf loon _7nln D-1. I Qrh—h
Type
Stru
#
(flows
into)
Stru
#
Musk. K
(hrs)
Musk. X
Description
Null
#42
=_>
#2
0.000
0.000
DA-4a
Null
#43
=_>
#27
0.000
0.000
DA-25a
Null
#44
=_>
#2
0.000
0.000
DA-4b
If
#43
Null
#26
Null
#27
Null
#37
Null
#25
Null
#14
Null
#36
Null
#11
Null
#13
Null
#35
Null
I!fl
#20
Null
#21
Null
#34
Null
#19
Null
#18
Nul/
#33
Null
#16
Null
017
Null
#31
Null
Filename: PHASE 1 WASTE ROCK PILE 25 YR.sc4 Printed 08-05-2021

SEDCAD 4 for Windows
r—mr hl iooa _imn o—i. 1 Crh-h
#15
Nul/
#14
Null
#11
Null
#10
Null
a
#12
Null
#31
Null
013
Null
#40
Null
#39
Null
#7
Null
#8
Null
#30
Null
#41
Null
4
#S
Null
#6
Null
#1
Null
#3
Null
#29
Null
#44
Null
#42
Null
#4
Null
#2
Null
Filename- PHASE 1 WASTE ROCK PILE_25 YR_sc4 Printed 08-05-2021

SEDCAD 4 for Windows
i'nr —ht 1GGQ .Imn osmalm 1 Crhunh
4 #28
Null
038
Null
Filename: PHASE 1 WASTE ROCK PILE 25 YR sc4 Prinked 08-05-2021

SEDCAD 4 for Windows
i m.h-h
Structure Summary:
Immediate
ContributingContributing
(ac)
Total
Area
(ac)
peak
Discharge
(cl'S)
Total
Runoff Volume
(ac-ft)
943
0.440
0.440
1.91
0.17
#26
12.360
12.360
53.55
4.77
#27
1.700
14.500
62.82
5.60
#37
0.000
14.500
62.82
5.60
#25
4.020
4.020
17.42
1.55
#24
7.250
11.270
48.82
4.35
#36
0.000
11.270
48.82
4.35
#22
8.610
8.610
37.30
3.33
#23
2.790
11.400
49.39
4.40
#35
0.000
11.400
49.39
4.40
#20
14.660
14.660
63.51
5.66
#21
1.090
15.750
- 68.23
6.08
#34
0.000
15.750
68.23
6.08
# 19
5.730
5.730
24.82
2.21
# 18
1.090
6.820
29.55
2.63
#33
0.000
6.820
29.55
2.63
# 16
3.120
3.120
13.52
1.20
# 17
0.800
3.920 '
16.98
1.51
#32
0.000
3.920
16.98
1.51
# 15
6.450
6.450
27.94
2.49
# 14
19.820
19.820
85.86
7.65
#11
0.640
0.640
2.77
0.25
#10
0.650
21.110
91.45
8.15
#12
2.410
29.970
129.84
11.57
#31
0.000
29.970
129.84
11.57
#13
9.390
9.390
40.68
3.63
#40
1.900
1.900
8.23
0.73
#39
3.780
3.780
16.38
1.46
#7
0.730
6.410
27.77
2.47
#8
2.480
18.280
79.19
7.06
#30
0.000
18.280
79.19
7.06
#41
0.570
0.570
2.47
0.22
#5
17.130
17.130
74.21
6.62
#6
0.350
17.480
75.73
6.75
#1
2.160
2.160
9.36
0.83
#3
1.800
22.010
95.35
8.50
#29
0.000
22.010
95.35
8.50
Filename PHASE 1 WASTE ROCK PILE 25 YR.sc4 Printed 08-05-2021

SEDCAD 4 for Windows
rn.,.,. K+ iooa .,)n+n o-i. i
Immediate
Total
Total
Contributing
Contributing
Peak
Runoff
Area
Area
Discharge
Volume
(ac)
(ac)
(cfs)
(ac-ft)
#44
2.170
2.170
9.40
0.84
#42
2.000
2.000
8.66
0.77
#4
12.280
12.280
53.20
4.74
#2
2.150
18.6D0
80.58
7.18
#28
0.000
18.600
80.58
7.18
#38
0.000
152.520
660.74
58.89
Filename. PHASE 1 WASTE ROCK PILE 25 YR.sc4 Printed 08-05-2021

SEDCAD 4 for Windows
r,.„,,..nhr taoa _�mn ay...aiz i c,.ti..nti
Structure Detail;
Stru� #43 (Null
DA-26a
.Structure #2' (Nrl
DA-26
.S ru ure #27 Mull
DA-27
Structure #37 (Nulls
SED BASIN 10 OUTLET
Structure #25 (rull
DA 25
Structure #24 (Nulls
DA 24
56ructure #36 Mull)
SED BASIN 9 OUTLET
Structure #22 (Nulls
DA 22
Structure #23 (NuIIJ
DA-23
Structure #35
SED BASIN 8 OUTLET
Structure #20 (Nulls
DA-20
Structure #21 (Nulls
DA-21
Structure #34 Null
SED BASIN 7 OUTLET
Filename PHASE 1 WASTE ROCK PILE_25 YR sc4
Printed 08-05-2021

SEDCAD 4 for Windows
f n—rLmht toast .7nin Aamass I 9r-us6
Structure #19 (IVu11
DA-19
Structure #18
(Nulls
DA-18
Structure #33
(Nulls
SED BASIN
6 OUTLET
Structure #16
/Null1
DA-16
Structures #17
(Nulls
DA-17
Structure #31(Null�
SED BA51N
5 OUTLET
Structure #15 Null
DA-15
Structure #14
(Null)
DA-14
Structure #11
(Nulls
DA-11
Structure #10
(Nulls
DA-10
Structure #12
(Nu111
DA-12
Structure #31
(Nulls
SED BASIN
4 OUTLET
.Structure #13
(Nulls
DA-13
Structure #40
(Nulls
DA-9
Filename: PHASE 1 WASTE ROCK PILE_25 YR.sc4 Prinked 08-05-2021

SEDCAD 4 for Windows
(`nrnrrinhl loon _'lnln 0.—.S. I Gh—h
ii
Structure #39 (Nulls
DA-6a
.Structure #7 LNulI
DA-7
Structure #8 (Nulls
DA-8
Structure #30 (Nulls
SED BASIN 3 OUTLET
Structure #41 (Nulls
DA-3a
structure #S Nu
up, aW
Structure #6 (Nulls
DA-6
Structure #1ull
DA-1
Structure #3 (Nulls
DA-3
Structure #2_.9 6ull1
SED BASIN Z OUTLET
Structure #44 (Nulls
DA-46
Structure #42 (Nulls
DA-4a
Structure #4 (Nulls
DA-4
Structure #Z (Nulls
DA-1
Filename: PHASE i WASTE ROCK PILE 25 YR.so4
Printed 08-05-2021

SEDCAD 4 for Windows
fi,...,. ht icon _7nin P-i. 1 CrhMnh
Structure #28 Null
SED BASIN 1 OUTLET
Structure #38 (Nulls
NULL
Filename PHASE 1 WASTE ROCK PILE 25 YR. sc4 Printed 08-05-2021

SEDCAD 4 for Windows
!`nrw ,Wo iG04 min m-p. I t,h-h
13
Subwateished Hydrology Detail:
Stru
#
SW5
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#43
1
0.440
0.440
0.015
0.000
0.000
86.000
M
1.91
0.169
1.91
0.169
#26
1
12.360
0.047
0.000
0.000
86.000
M
53.55
4.773
12.360
53.55
4.773
#27
1
1.700
0.029
0.000
0.000
86.000
M
7.36
0.656
14.500
62.82
5.599
#37
14.500
_
62.82
.5.599
#25
1
4.020
0.030
0.000
0.000
86.000
M
17.42
1.552
4.020
17.42
1.552
#24
1
7.250
0.104
0.000
0.000
86.000
M
31.41
2.800
11.270
48.82
4.352
#36
11.270
48.82
4.352
#22
1
8.610
0.104
0.000
0.000
86.000
M
37.30
3.325
8.610
37.30
3.325
#23
1
2.790
0.044
0.000
0.000
86.000
M
12.09
1.077
11.400
49.39
4.402
#35
11.400
49.39
4.402
#20
1
14.660
0.062
0.000
0.000
86.000
M
63.51
5.662
14.660
63.51
5.662
#21
1
1.090
0.027
0.000
0.000
86.000
M
4.72
0.421
15.750
68.23
6.082
#34
15.750
68.23
6.082
# 19
1
5.730
0.021
0.000
0.000
86.000
M
24.82
2.213
5.730
24.82
2.213
# 18
1
1.090
0.018
0.000
0.000
86.000
M
4.72
0.421
6.820
29.55
2.633
*33
6.820
29.55
2.633
#16
1
3.120
0.017
0.000
0.D00
86.000
M
13.52
1.205
3.120
13.52
1.205
Filename: PHASE 1 WASTE ROCK PILE_25 YR. sC4 Printed 08-05-2021

SEDCAD 4 for Windows
rnr A.hr iooa Ynin De. i. i Gh.,eh
14
Stru
#
5W5
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UP5
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
# 17
1
0.800
3.920
0.013
0.000
0.000
86.000
M
3.47
0.308
16.98
1.513
#32
3.920
16.98
1.513
415
1
6.450
0.065
0.000
0.000
86.000
M
27.94
2.491
6.450
27.94
2.491
#14
1
19.820
0.099
0.000
0.000
86.000
M
85.86
7.654
19.820
85.86
7.654
# 11
1
0.640
0.004
0.000
0.000
86.000
hl
2.77
0.247
0.640
2.77
0.247
# 10
1
0.650
0.044
0.000
0.000
86.000
M
2.82
0.251
21.110
91.45
8.152
# 12
1
2.410
0.035
0.000
0.000
86.000
M
10.44
0.931
29.970
-129.84
11.573
#31
29.970
129.84
11.573
#13
1
9.390
0.052
0.000
0.000
86.000
M
40.68
3.626
9.390
40.68
3.626
#40
1
1.900
0.009
0.000
0.000
86.000
M
8.23
0.734
1.900
8.23
0.734
#39
1
3.780
0.011
0.000
0.000
86.000
M
16.38
1.460
3.780
16.38
1.460
#7
1
0.730
0.028
0.000
0.000
86.00O
M
3.16
0.281
6.410
27.77
2.475
#8
1
2.480
0.032
0.000
0.000
86.000
M
10.74
0.958
F,
18.280
79.19
7.059
#30
�',
18.280
79.19
7.059
#41
1
0.570
0.020
0.000
0.000
86.000
M
2.47
0.220
0.570
2.47
0.220
#5
1
17.130
0.099
0.000
0.000
86.000
M
74.21
6.615
17.130
74.21
6.615
#6
1
0.350
0.020
0.000
0.000
86.000
M
1.52
0.134
17.480
75.73
6.750
# 1
1
2.160
0.076
0.000
0.000
86.000
M
9.36
0.834
Filename PHASE 1 WASTE ROCK PILE 25 YR.sc4 Printed 08-05-2021

SEDCAD 4 for Windows
f`nn..rinh! tOCR 7l11A Pemnla 1 Gh.areh
15
# S
#
SWS
#
5W5 Area
(ac)
Time of
Conc
(hre)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(CFS)
Runoff
Volume
(ac-ft)
2.160
9.36
0.834
#3
1
1.900
0.032
0.000
0.000
86.000
M
7.80
0.695
22.010
95.35
8.498
#29
22.010
95.35
8.498
#44
1
2.170
0.111
0.000
0.000
86.000
M
9.40
0.838
2.170
9.40
0.838
#42
1
2.000
0.076
0.000
0.000
86.000
M
8.66
0.772
2.000
8.66
0.772
#4
1
12.280
0.048
0.000
0.000
86.000
M
53.20
4.742
12.280
53.20
4.742
#2
1
2.150
0.034
0.000
0.000
86.000
M
9.31
0.830
18.600
80.58
7.183
#28
18.600
80.58
7.183
#38
�',
152.520
660.74
58.895
Subwaterstred Time of Concentration Details;
Stru
5W5
Land Flaw Condition
Slope (°/u)
Vert. Dist.
Horiz. Dist.
Velocity
Time {hrs)
#
#
(ft)
(ft)
( fps)
#1
1
5. Nearly bare and untitled, and
2.20
9.01
409.54
1.480
0.076
alluvial valley fans
#1
1
Time of Concentration:
0.076
#2
1
5. Nearly bare and untitled, and
50.00
14.50
29.00
7.070
0.001
alluvial valley fans
5. Nearly bare and untitled, and
8.00
2.15
26.87
2.820
0.002
alluvial valley fans
B. Large gullies, diversions, and low
0,50
0.07
14.00
2.120
0.001
flawing streams
8. Large gullies, diversions, and low
50.00
3.50
7.00
21.210
0.000
flowing streams
8. Large gullies, diversions, and low
0.50
1.15
230.00
2.120
0.030
flowing streams
#2
1
Time of Concentration:
0.034
#3
1
B. Large gullies, diversions, and low
16.00
11.84
74.00
12.000
0.001
flowing streams
8. Large gullies, diversions, and low
0.50
1.21
242.00
2.120
0.031
flowing streams
#3
1
Time of Concentration:
0.032
#4
1
5. Nearly bare and untitled, and
50.00
23.50
47.00
7.070
0.001
alluvial valley fans
Filename PHASE 1 WASTE ROCK PILE 25 YR sc4 Printed 08-05-2021

SEDCAD 4 for Windows
r,-mr hh 1oca win Damola I Crh-k
16
5tru
5WS
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(rt)
(ft)
(fps)
8. Large gullies, diversions, and low
1.00
1.93
193.00
3.000
0.017
flowing streams
8. Large gullies, diversions, and low
37.00
169.09
457.00
18.240
0.006
flowing streams
8. Large gullies, diversions, and low
2.36
9.65
409.00
4.600
0.024
flowing streams
#4
1
Time of Concentration:
0.048
#5
1
5. Nearly bare and untilled, and
6.64
7.96
120.00
2.570
0.012
alluvial valley fans
B. Large gullies, diversions, and low
8.24
224.53
2,725.00
8.610
0.087
flowing streams
#5
1
Time of Concentration:
0.099
#6
1
5. Nearly bare and untilled, and
50.00
17.00
34.00
7.070
0.001
alluvial valley fans
5. Nearly bare and untitled, and
12.30
3.93"
32.00
3.500
0.002
alluvial valley fans
8. Large gullies, diversions, and low
0.50
0.25
50.00
2.120
0.006
flowing streams
B. Large gullies, diversions, and low
3.00
6.45
215.00
5.190
0.011
flowing streams
.
#6
1
Time of Concentration:
0.020
#7
1
8. Large gullies, diversions, and low
5.16
36.58
709.00
6.810
0.028
flowing streams
#7
1
Time of Concentration:
0.028
#8
1
B. Large gullies, diversions, and low
50.00.
22.50
45.00
21.210
0.000
flowing streams
8. Large gullies, diversions, and low
0.50
1.25
250.00
2.120
0.032
flowing streams
#8
1
Time of Concentration:
0.032
#10
1
5. Nearly bare and untilled, and
12.50
3.12
25.00
3.530
0.001
alluvial valley fans
B. Large gullies, diversions, and low
1.26
6.61
525.00
3.360
0.043
flowing streams
#10
1
Time of Concentration:
0.044
#11
1
8. Large gullies, diversions, and low
1.00
0.19
20.00
3.000
0.001
flowing streams
8. Large gullies, diversions, and low
35.00
65.44
187.00
17.740
0.002
flowing streams
8. Large gullies, diversions, and low
11.00
4.40
40.00
9.940
0.001
flowing streams
#11
1
Time of Concentration:
0.004
#12
1
5. Nearly bare and untilled, and
50.00
58.00
116.00
7.070
0.004
alluvial valley fans
8. Large gullies, diversions, and low
0.50
1.19
240.00
2.120
0.031
flowing streams
#12
1
Time of Concentration:
0.035
#13
1
5. Nearly bare and untilled, and
50.00
24.50
49.00
7.070
0.001
alluvial valley fans
Filename PHASE 1 WASTE ROCK PILE 25 YR_sc4 Printed 08-05-2021

SEDCAD 4 for Windows
i o0o corn o-1. i
17
Stru
5WS
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist
Velocity
Time (hrs)
ft)
(ft)
(fps)
8. Large gullies, diversions, and low
1 00
2.09
210.00
3.000
0.019
flowing streams
8. Large gullies, diversions, and low
37.00
186.11
503.00
18.240
0.007
flowing streams
8. Large gullies, diversions, and low
5.90
39.82
675.00
7.280
D.025
flowing streams
#13
1
Time of Concentration:
0.052
#14
1
5. Nearly bare and untilled, and
6.65
7.98
120.00
2.570
0.012
alluvial valley fans
8. Large gullies, diversions, and low
0.60
1.49
249.00
2.320
0.029
flowing streams
8. Large gullies, diversions, and low
37.00
222.74
602.00
18.240
0.009
flowing streams
8. Large gullies, diversions, and low
4.00
42.64
1,066.00
6.000
0.049
flowing streams
#14
1
'rime of Concentration:
0.099
#15
1
5. Nearly bare and untilled, and
50.00
25.00
50100
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
1.00
2.08
209.00
3.000
0.019
flowing streams
8. Large gullies, diversions, and low
37.00
74.74
202.00
18.240
0.003
flowing streams
B. Large gullies, diversions, and low
4.60
45.08
980.00
6.430
0.042
flowing streams
#15
1
Time of Concentration:
0.065
#16
1
B. Large gullies, diversions, and low
1.00
0.48
48.00
3.000
0.004
flowing streams
B. Large gullies, diversions, and low
37.00
120.99
327.00
18.240
0.004
flowing streams
B. Large gullies, diversions, and low
1.52
1.96
129.00
3.690
0.009
flowing streams
#16
1
Time of Concentration:
0.017
#17
1
B. Large gullies, diversions, and low
3.38
1.08
32.00
5.510
0.001
flowing streams
B. Large gullies, diversions, and low
0.50
0.47
95.00
2.120
0.012
flawing streams
#17
1
Time of Concentration:
0.013
#18
1
B. Large gullies, diversions, and low
2.83
0.90
32.00
5.040
0.001
flowing streams
B. Large gullies, diversions, and law
0.50
0.65
131.00
2.120
0.017
flowing streams
#18
1
Time of Concentration:
0.018
#19
1
S. Nearly bare and untilled, and
50.00
20.00
40.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
1.00
0.38
38.00
3.000
0.003
flowing streams
B. Large gullies, diversions, and low
37.00
213.12
576.00
18.240
0.008
flowing streams
F--flowing
8. Large gullies, diversions, and low
3.80
7.29
192.00
5.840
0.009
streams
Filename PHASE 1 WASTE ROCK PILE_25 YR sc4 Printed 08-05-2021

SEDCAD 4 for Windows
rn..rintir 1°acl IMrl D-I. I Qrk'.r h
18
Stru
SW5
Land Flaw Condition
Slope {%)
Vert. Dist
Horiz. Dist.
velocity
Time (hrs)
#
#
(Ft)
(ft)
(fps)
#19
1
Time of Concentration:
0.021
#20
1
5. Nearly bare and untitled, and
5.60
8.06
144.00
2.360
0.016
alluvial valley fans
5. Nearly bare and untitled, and
50.00
20.00
40.00
7.070
0.001
alluvial valley fans
8. large gullies, diversions, and low
1.00
2.00
200.00
3.000
0.018
flowing streams
B. large gullies, diversions, and low
37.00
203.13
549.00
18.240
0.008
flowing streams
B. Large gullies, diversions, and law
5.20
24.59
473.00
6.840
0.019
flowing streams
#20
1
Time of Concentration:
0.062
#21
1
B. Large gullies, diversions, and low
50.00
7.50
15.00
21.210
0.000
flowing streams
8. Large gullies, diversions, and low
0.50
1.04
208.00
2.120
0.027
flowing streams
#21
1
Time of Concentration:
0.027
#22
1
5. Nearly bare and untitled, and
50.00
25.00
50.00
7.070
0.001
alluvial valley fans
S. Large gullies, diversions, and low
0.60
1.80
300.00
2.320
0.035
flowing streams
8. Large gullies, diversions, and low
37.00
190.55
515.00
18.240
0.007
flowing streams
8. Large gullies, diversions, and low
1.57
13.09
834.00
3.750
0.061
Flowing streams
#22
1
Time of Concentration:
0.104
#23
1
7. Paved area and small upland
2.60
9.20
354.00
3.240
0.030
gullies
8. Large gullies, diversions, and low
0.50
0.53
107.00
2.120
0.014
flowing streams
#23
1
Time of Concentration:
0.044
#24
1
7. Paved area and small upland
3.37
33.39
991.00
3.690
0.074
gullies
5. Nearly bare and untitled, and
50.00
3.50
7.00
7.070
0.000
alluvial valley fans
8. Large gullies, diversions, and low
0.50
1.15
230.00
2.120
0.030
flawing streams
#24
1
Time of Concentration:
0.104
#25
1
5. Nearly bare and untitled, and
50.00
22.50
45.00
7.070
0.001
alluvial valley fans
B. Large gullies, diversions, and low
1.00
1.43
143.00
3.000
0.013
flowing streams
8. Large gullies, diversions, and low
35.00
123.20
352.00
17.740
0.005
flowing streams
B. Large gullies, diversions, and low
4.20
10.33
246.00
6.140
0.011
flowing streams
#25
1
Time of Concentration:
0.030
#26
1
S. Nearly bare and untitled, and
50.00
13.50
27.00
7.070
0.001
alluvial valley fans
Filename: PHASE 1 WASTE ROCK PILE 25 YR.sc4 Printed 08-05-2021

SEDCAD 4 for Windows
/`nn..rinhl loan )nin Pamale 1 Cnh-h
19
5tru
SWS
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
()
(ft)
(fps)
8. Large gullies, diversions, and low
1.00
2.00
200.00
3.000
0.018
flowing streams
8. Large gullies, diversions, and low
flowing streams
37.00
187.59
506.99
18.240
0.007
B. Large gullies, diversions, and low
5.31
28.14
530.00
6.910
0.021
flowing streams
#26
1
Time of Concentration:
0.047
#27
1
B. Large gullies, diversions, and low
50.00
22.50
45.00
21.210
0.000
flowing streams
S. Large gullies, diversions, and low
0.50
1.14
228.00
2.120
0.029
flowing streams
#27
2
Time of Concentration:
0.029
#39
1
5. Nearly bare and untilled, and
50.00
25.50
51.00
7.070
0.002
alluvial valley fans
B. Large gullies, diversions, and low
100
0.45
45.00
3.000
0.004
flowing streams
8. Large gullies, diversions, and low
37.00
125.80
340.00
18.240
0.005
flowing streams
#39
2
Time of Concentration:
0.011
#40
1
S. Large gullies, diversions, and low
0.50
0.21
42.00
2.120
0.005
flowing streams
B. Large gullies, diversions, and low
flowing streams
37.00
115.07
311.00
18.240
0.004
*40
1
Time of Concentration:
0.009
#41
1
S. Nearly bare and untilled, and
1.00
0.39
39.00
1.000
0.010
alluvial valley fans
B. Large gullies, diversions, and low
flowing streams
3.30
6.66
201.81
5.440
0.010
#41
1
Time of Concentration:
0.020
#42
1
8. Large gullies, diversions, and low
5.20
8.83
170.00
6.840
0.006
flowing streams
8. Large gullies, diversions, and low
4.60
7.13
155.00
6.430
0.006
flowing streams
B. Large gullies, diversions, and low
4.20
13.81
329.00
6.140
0.014
flowing streams
S. Large gullies, diversions, and low
0.50
1.93
386.00
2.120
0.050
flowing streams
#42
1
Time of Concentration:
0.076
#43
1
5. Nearly bare and untilled, and
18.00
6.66
37.00
4.240
0.002
alluvial valley fans
5. Nearly bare and untilled, and
50.00
7.50
15.00
7.070
0.000
alluvial valley fans
B. Large gullies, diversions, and low
9.00
10.98
122.00
9.000
0.003
flowing streams
8. Large gullies, diversions, and low
0.50
0.41
83.00
2.120
0.010
flowing streams
#43
1
Time of Concentration:
0.015
#44
1
7. Paved area and small upland
22.00
9.46
43.00
9.440
0.001
gullies
Filename PHASE 1 WASTE ROCK PILE 25 YR.sc4 Printed 08-05-2021

SEDCAD 4 for Windows
r, —i do Iona .inin o—i. i c, h—K
20
Stru SWS Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity Time (hrs)
# # (ft) (R) (Fps)
B. Large gullies, diversions, and low 0.50 4.23 847.00 2.120 0.11(
flowing streams
#44 1 Time of Concentration: 0.111
Filename: PHASE 1 WASTE ROCK PILE_25 YR_sc4 Printed 08-05-2021

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Waste Rock Pile — Phase 2
Drainage Calculations for Concentrate Operations, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 2021
• Waste Rock Pile — Phase 2 Sedcad and Weighted Curve Sheets
MARSHALL MILLER & AssoCIATES INC.

SEDCAD 4 for Windows
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1
Piedmont Lithium Carolinas., Inc.
n County, North Carotin
Storm water Management Plan
Phase 2 Waste Rock Pile
Drainage Area (s):1,Z,3,3A,4,4A,4B,5,6, 6A,7,8,10,11,12
13,13a,.i4,15,16,17,I8,I9,20,21,22,23,24125126,26A
and 27
Storm Event: 25-Year/ 24 Hour
MMAA Project No. PUTT 09
January 202.1
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename: PHASE 2 WASTE ROCK PILE 25 YR sc4
Printed 08-16-2021

SEDCAD 4 for Windows
f rn. ht loop 7nin ommais l QPh%­h
General Information
Storm Information:
Storm Type:
NRCS Type II
Design Storm:
25 yr - 24 hr
Rainfall Depth:
6.240 inches
Filename: PHASE 2 WASTE ROCK PILE_25 YR.sc4 Printed 08-15-2021

SEDCAD 4 for Windows
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Structure Networking;
Type
Stru
#
(flows
into)
Stru
#
Musk- K
(hrs)
Musk. X
Description
Null
#1
=_>
#3
0.000
0.000
DA-1
Null
#2
=_>
#28
0.000
0.000
DA-2
Null
#3
=_>
#29
0.000
0.000
DA-3
Null
#4
=_>
#2
0.000
0.000
DA-4
Null
#5
=_>
#6
0.000
0.000
DA-5
Null
#6
=_>
#3
0.000
0.000
DA-6 '
Null
#7
=_>
#8
0.000
0.000
DA-7
Null
#8
=_>
#30
0.000
0.000
DA-8
Null
#10
=_>
#12
0.000
0.000
DA-10
Null
#11
=_>
#12
0.000
0.000
DA-11
Null
#12
=_>
#31
0.000
0.000
DA-12
Null
#13
=_>
#7
0.000
0.000
DA-13
Null
#14
=_>
#10
0.000
0.000
DA-14
Null
#15
=_>
#12
0.000
0.000
DA-15
Null
#16
=_>
#17
0.000
0.000
DA•16
Null
#17
=_>
#32
0.000
0.000
DA-17
Null
#18
=_>
#33
0.000
0.000
DA-18
Null
#19
=_>
#18
0.000
0.000
DA-19
Null
#20
=_>
#21
0.000
0.000
DA-20
Null
#21
=_>
#34
0.000
0.000
DA-21
Null
#22
=_>
#23
0.000
0.000
DA-22
Null
#23
=_>
#35
0.000
0.000
DA-23
Null
#24
=_>
#36
0.000
0.000
DA-24
Null
#25
=_>
#24
0.000
0.000
DA-25
Null
#26
=_>
#27
0.000
0.000
DA-26
Null
#27
=_>
#37
0.000
0.000
DA-27
Null
#28
==>
#38
0.000
0.000
SED BASIN 1 OUTLET
Null
#29
=_>
#38
0.000
0.000
SED BASIN 2 OUTLET
Null
#30
=_>
#38
0.D00
0.000
SED BASIN 3 OUTLET
Null
#31
=_>
#38
0.000
0.000
SED BASIN 4 OUTLET
Null
#32
=_>
#38
0.000
0.000
SED BASIN 5 OUTLET
Null
#33
=_>
#38
0.000
0.000
SED BASIN 6 OUTLET
Null
#34
=_>
#38
0.000
0.000
SED BASIN 7 OUTLET
Null
#35
=_>
#38
0.000
0.000
SED BASIN 8 OUTLET
Null
#36
=_>
#38
0.000
0.000
SED BASIN 9 OUTLET
Null
#37
=_>
#38
0.000
0.000
SED BASIN 10 OUTLET
Null
#38
=_>
End
0.000
0.000
NULL
Null
#39
=_>
#7
0.000
0.000
DA-6a
Null
#40
=_>
#8
0.000
0.000
DA-13a
Null
#41
==>
#3
0.000
0.000
DA-3a
Filename: PHASE 2 WASTE ROCK PILE 25 YR.sr.4 Printed 08-16-2021

SEDCAD 4 for Windows
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Type
Stru
#
(flows
Into)
Stru
#
Musk. K
(hrs)
Musk. X
Description
Null
#42
=_>
#2
0.000
0.000
DA-4a
Null
#43
=_>
#27
0.000
0.000
DA•26a
Null
#44
==>
#2
0.000
0.000
DA-46
19
#43
Nu/1
1i
#26
NuII
#27
Null
#37
a
Nul/
19
#25
NuII
19
#24
Null
#36
Null
#22
NuII
#23
Null
41
#35
Null
4
#20
Null
#21
Null
#34
Null
167
#19
Null
#18
Nu/1
#33
Null
#16
Null
#17
Null
#32
Null
Filename PHASE 2 WASTE ROCK PILE 25 YR.sc4 Printed 08-16-2021

SEDCAD 4 for Windows
f`nre —ht 1oGC Wmn 0 -1. 1 Q'o'—h
#15
Null
#11
Null
014
Null
#10
Null
#12
Null
#31
4
Null
#40
Null
4
#39
Null
#13
Null
#7
Null
#8
Null
#30
Null
#41
Null
#5
Null
#6
Null
#1
NuII
#3
Null
#29
Null
044
Null
#42
Null
#4
Null
#2
Null
Filename PHASE 2 WASTE ROCK PILE 25 YR.sc4
Printed 48-16-2021

SEDCAD 4 for Windows
f`nrw.rinhr vaaa InIn D—I. i crh—h
16, 028
Null
#38
Null
Filename PHASE 2 WASTE ROCK PILE 25 YR.sc4 Printed 08-16-2021

SEDCAD 4 for Windows
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Structure Summary:
Immediate
Contributing
Area
(ac)
Total
Contributing
Area
(ac)
Peak
Discharge
(cfs)
Total
Runoff
Volume
(ac-ft)
#43
0.440
0.440
1.91
0.17
#26
12.360
12.360
53.55
4.77
#?7
1.700
14.500
62.82
5.60
#37
0.000
14.500
62.82
5.60
#25
4.020
4.020
17.42
1.55
#24
7.250
11.270
48.82
4.35
#36
0.000
11.270
48.82
4.35
#22
8.610
8.610
37.30
3.33
#23
2.790
11.400
49.39
4.40
#35
0.000
11.400
49.39
4.40
#20
14.510
14.510
62.86
5.60
#21
1.090
15.600
67.58
6.02
#34
0.000
15.600
67.58
6.02
# 19
7.930
7.930
34.35
3.06
#18
1.090
9.020
39.08
3.48
#33
0.000
9.020
39.08
3.48
#16
6.630
6.630
28.72
2.56
#17
0.800
7.430
32.19
2.87
#32
0.000
7.430
32.19
2.87
#15
8.380
8.380
36.30
3.24
#11
3.740
3.740
16.20
1.44
#14
7.240
7.240
31.36
2.80
#10
0.740
7.980
34.57
3.08
# 12
2.410
22.510
97.52
8.69
#31
0.000
22.510
97.52
8.69
#40
1.990
1.990
8.62
0.77
#39
3.780
3.780
16.38
1.46
# 13
6.390
6.390
27.68
2.47
#7
0.730
10.900
47.22
4.21
#8
2.330
15.220
65.94
5.88
#30
0.000
15.220
65.94
5.88
#41
0.760
0.760
3.29
0.29
#5
26.000
26.000
73.70
8.03
#6
0.350
26.350
73.99
8.17
# 1
2.960
2.960
12.82
1.14
#3
1.800
31.870
96.54
10.30
#29
0.000
31.870
96.54
10.30
Filename PHASE 2 WASTE ROCK PILE 25 YR_sc4 Printed 08-16-2021

SEDCAD 4 for Windows
!'nrw.rinh} 100A .9Mfl o-i. 1 c,h,.-H
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(cfs)
(ac-ft)
#44
2.000
2.000
8.66
0.77
#42
2.000
2.000
8.66
0.77
#4
12.280
12.280
53.20
4.74
#2
2.150
18.430
79.84
7.12
#28
0.000
18.430
79.84
7.12
#38
0.000
157.250
639.71
58.71
Filename- PHASE 2 WASTE ROCK PILE 25 YR.sc4 Printed 08-16-2021

SSDCAD 4 for Windows
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Structure Detail. -
Structure #43 Null,
DA 26a
Str aura #26 NuII)
DA 26
Structure VZ LNul�
DA 27
Structure #37 Null
5ED BASIN 10 OUTLET
Structure #25 Nell)
DA 2S
.Structure #24 .(Nulls
DA 24
Structure #.36 Nulls
5ED BASIN 9 OUTLET
5tjt ct r #22 ill'
DA-22
Structure #23 uIIJ
DA-23
,Structure #ff (Nub
5ED BASIN 8 OUTLET
Structure #ZQ Null
DA 20
Structure #21 Null
DA 21
tru r #.34 Null
SED BASIN 7 OUTLET
i
Filename PHASE 2 WASTE ROCK PILE 25 YR sW
Printed 08-16-2021

SEDCAD 4 for Windows
10na_oMAoa.noe 1 Ghunh
10
,'truce #19 (Null)
DA-19
Structure #18 (Nulls
1► - ;
Structure #33 (Nulls
5ED BASIN 6 OUTLET
Structure #1 6 (Null
DA-16
Structure #17 Mull)
DA-17
,Structure #32 Nulo
SED BASIN 5 OUTLET
5tructurc #15ull
DA-15
Structure #11 (Nulls
DA-11
Structure #14Null
DA-14
Structure #10 (Nulls
DA-10
,Structure #12 (Nulls
DA-12
Structure #31.
SED BASIN 4 OUTLET
Structure #40 (Nulls
DA-13a
Structure #39 (Nulls
DA-6a
Filename: PHASE 2 WASTE ROCK PILE_25 YR,sc4 Printed 08-16-2021

SEDCAD 4 for Windows
!`nre 6.10 10001 _9111 A Oamala 1 C�h—K
Strixture #1;3(Nullj
DA-13
Structure #7 (Nulll
DA-7
Structure #8 (Nulls
DA-8
Structure #30 tNull�
SED BASIN 3 OUTLET
trujA re. #41 Null1
DA-3a
,Structure #5 (Nulls
DA-5
structure #6 (Na
DA-6 -
Structure #1 (Nulls
DA-1
Structure #3 (YuII
DA-3
Structure #29 (Nulls
SED BASIN 2 OUTLET
,Structure #44 �lVull�
DA-46
Structure #42 (Null)
DA-4a
.structure #4 N 1
DA-4
Structure #2 (Nulls
DA 2
Filename PHASE 2 WASTE ROCK PILE 25 YR.sc4 Printed 08-16-2021

SEDCAD 4 for Windows
r'n.e Ar Kf IGOR ?nil Gemnle 1 cz vh—h
12
,Structure # 8 (Null
SED BASIN 1 OUTLET
Structure #38 (Nulls
NULL
Filename PHASE 2 WASTE ROCK PILE_25 YR.sc4 Printed 08-16-2021

SEDCAD 4 for Windows
r.,. ,;.h# icon --min P-i. i
13
Suhwaterslied Hydrology Detail.-
Stru
#
SW5
#
SWS Area
(ac)
Time of
COnc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#43
1
0.440
0.015
0.000
0.000
86.000
M
1.91
0.169
71
0.440
1.91
0.169
#26
1
12.360
0.047
0.000
0.000
86.000
M
53.55
4.773
12.360
53.55
4.773
#27
1
1.700
0.029
0.000
0.000
86.000
M
7.36
0.656
14.500
62.82
5.599
#37
14.500
62.82
5.599
#25
1
4.020
0.030
0.000
0.000
86.000
M
17.42
1.552
4.020
17.42
1.552
#24
1
7.250
0.104
0.000
0.000
86.000
M
31.41
2.800
F,
11.270
48.82
4.352I
#36
�',
11.270
48.82
4.352
#22
, 1
8.610
0.104
0.000
0.000
86.000
M
37.30
3.325
8.610
37.30
3.325
#23
1
2.790
0.044
0.000
0.000
86.000
M
12.09
1.077
11.400
49.39
4.402
#35
11.400
49.39
4.402
#20
1
14.510
0.055
0.000
0.000
86.000
M
62.86
5.604
14.510
62.86
5.604
#21
1
1.090
0.027
0.000
0.000
86.000
M
4.72
0.421
15.600
67.58
6.024
#34
�',
15.600
67.58
6.024
# 19
1
7.930
0.030
0.000
0.000
86.000
M
34.35
3.062
7.930
34.35
3.062
#18
1
1.090
0.018
0.000
0.000
86.000
M
4.72
0.421
9.020
39.08
3.483
#33
9.020
39.08
3.483
#16
1
6.630
0.033
0.000
0.000
86.000
M
28.72
2.560
6.630
28.72
2.560
Filename PHASE 2 WASTE ROCK PILE 25 YR sc4 Printed 08-16-2021

SEDCAD 4 for Windows
r...Y i. Ht iaan.onin o-ie 1 Gh..mh
14
Stru
#
SWS
#
SW5 Area
(ac)
Time of
Conc
(ham)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
# 17
1
0.800
0.013
0.000
0.000
86.000
M
3.47
0.308 ?
7.430
32.19
2.869
#32
7.430
32.19
2.869
#15
1
8.380
0.022
0.000
0.000
86.000
M
36.30
3.236
8.380
36.30
3.236
#11
1
3.740
0.033
0.000
0.000
86.000
M
16.20
1.444
3.740
16.20
1.444
#14
1
7.2-40
0.045
0.000
0.000
86.000
M
31.36
2.796
7.240
31.36
2.796
#10
1
0.740
0.042
0.000
0.000
86.000
M
3.21
0.285
7.980
34.57
3.081
#12
1
2.410
0.121
0.000
0.000
86.000
M
10.44
0.931
22.510
97.52
8.692
#31
22.510
97.52
8.692
#40
1
1.990
0.006
0.000
0.000
86.000
M
8.62
0.768
1.990
8.62
0.768
#39
1
3.780
0.014
0.000
0.000
86.000
M
16.38
1.460
3.780
16.38
1.460
#13
1
6.390
0.038
0.000
0.000
86.000
M
27.68
2.468
6.390
27.68
2.468
#7
1
0.730
0.028
0.000
0.000
86.000
M
3.16
0.281
10.900
47.22
4.209
#8
1
2.330
0.032
0.000
0.000
86.000
M
10.09
0.900
15.220
65.94
5.877
#30
15.220
65.94
5.877
#41
1
0.760
0.020
0.000
0.000
86.000
M
3.29
0.293
0.760
3.29
0.293
#5
1
26.000
0.286
0.000
0.000
86.000
M
73.70
8.034
26.000
73.70
8.034
#6
1
0.350
0.020
0.000
0.000
86.000
M
1.52
0.134
26.350
73.99
8.168
# 1
1
2.960
0.076
0.000
0.000
86.000
M
12.82
1.143
Filename: PHASE 2 WASTE ROCK PILE_25 YR.sc4 Printed 08-16-2021

SEDCAD 4 for Windows
rr,..,.imoicon .wvinpe...ei.I Gh-h
15
# S
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)(hrs)
Musk K
Musk X
Curve
Number
UHS
Peak
Discharge
(crs)
Runoff
Volume
(ac-ft)
7
2.960
12.82
1.143
#3
1
1.800
0.032
0.000
0.000
86.000
M
7.80
0.695
31.870
96.54
10.299
#29
31.870
96.54
10.299
#44
1
2.000
0.111
0.000
0.000
86.000
M
8.66
0.772
2.000
8.66
0.772
#42
1
2.000
0.076
0.000
0.000
86.000
M
8.66
0.772
2.000
8.66
0.772
#4
1
12.280
0.048
0.000
0.000
86.000
M
53.20
4.742
12.280
53.20
4.742
#2
1
2.150
0.026
0.000
0.000
86.000
M
9.31
0.830
18.430
79.84
7.117
#28
18.430
79.84
7.117
#38
157.250
639.71
58.714
Subwatershed Time of Concentration Details:
5tru
SWS
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
#1
1
5. Nearly bare and untilled, and
alluvial valley fans
2.20
9.01
410.00
1.480
0.076
#1
1
Time of Concentration:
0.076
#2
1
B. Large gullies, diversions, and low
5.72
10.69
187.00
7.170
0.007
flowing streams
S. Large gullies, diversions, and low
flowing streams
50.00
2.50
5.00
21.210
0.000
B. Large gullies, diversions, and low
flowing streams
0.50
0.75
151.00
2.120
0.019
#2
1
Time of Concentration:
0.026
#3
1
8. Large gullies, diversions, and low
16.00
11.84
74.00
12.000
0.001
flowing streams
B. Large gullies, diversions, and low
flowing streams
0.50
1.21
243.00
2.120
0.031
#3
1
Time of Concentration:
0.032
#4
1
5. Nearly bare and untitled, and
50.00
23.50
47.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
flowing streams
1.00
1.93
193.00
3.000
0.017
B. Large gullies, diversions, and low
flowing streams
37.00
169.09
457.00
18.240
0.006
Filename: PHASE 2 WASTE ROCK PILE_25 YR sc4 Pnnled 08-16-2021

SEDCAD 4 for Windows
rnm-hf 1GGii 9Mn Domeh I Crhurah
16
5tru
SW5
Land Flow Condition
Slope (�h)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
B. Large gullies, diversions, and low
Flowing streams
2.36
9.65
409.00
4.600
0.024
#4
1
Time of Concentration:
0.048
#5
1
5. Nearly bare and unfilled, and
0.50
2.51
502.00
0.700
0.199
alluvial valley fans
B. Large gullies, diversions, and low
flowing streams
8.24
224.53
2,725.00
8.610
0.087
#5
1
Time of Concentration:
0.286
#6
1
S. Nearly bare and untilled, and
alluvial valley fans
50.00
17.00
34.00
7.070
0.001
S. Nearly bare and untilled, and
12.30
3.93
32.00
3.500
0.002
alluvial valley fans
8. Large gullies, diversions, and low
flowing streams
0.50
0.25
50.00
2.120
0.006
B. Large gullies, diversions, and low
flowing streams
3.00
6.45
215.00
5.190
0.011
#6
1
Time of Concentration:
0.020
#7
1
B. Large gullies, diversions, and low
5.16
36.58
709.00
6.810
0.028
flowing streams
#7
1
Time of Concentration:
0.028
#8
1
B. Large gullies, diversions, and low
50.00
22.50
45.00
21.210
0.000
flowing streams
B. Large gullies, diversions, and low
flowing streams
0.50
1.25
250.00
2.120
0.032
#8
1
Time of Concentration:
0.032
#10
1
5. Nearly bare and unfilled, and
50.00
19.00
38.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
Flowing streams
1.80
10.74
597.00
4.020
0.041
#10
1
Time of Concentration:
0.042
#11
1
8. Large gullies, diversions, and low
1.00
0.39
40.00
3.000
0.003
flowing streams
B. Large gullies, diversions, and low
flowing streams
37.00
248.27
671.00
18.240
0.010
8. Large gullies, diversions, and low
1.56
4.39
282.00
3.740
0.020
flowing streams
#11
1
Time of Concentration:
0.033
#12
1
7. Paved area and small upland
11.00
15.73
143.00
6.670
0.005
gullies
5. Nearly bare and unfilled, and
0.50
0.58
116.00
0.700
0.046
alluvial valley fans
8. Large gullies, diversions, and low
0.10
0.24
240.00
0.940
0.070
flowing streams
#12
1
Time of Concentration:
0.121
#13
1
5. Nearly bare and unfilled, and
50.00
14.50
29.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
flowing streams
1.00
0.58
59.00
3.000
0.005
Filename: PHASE 2 WASTE ROCK PILE_25 YR,sc4 Printed 08-16-2021

SEDCAD 4 for Windows
rn.,•.riwhh icon .'1nin p-i. 1 C,h-K
17
Stru
SWS Land Flow Condition
Slope (%)
Vert. Dist.
4)
Horiz. Dist.
Velocity
Time (hrs)
(ft)
(fps)
B. Large gullies, diversions, and low
flowing streams
50.00
20.00
40.00
21.210
0.000
8. Large gullies, diversions, and low
1.00
0.89
89.00
3.000
0.008
flowing streams
8. Large gullies, diversions, and low
50.00
30.00
60.00
21.210
0.000
flowing streams
B. Large gullies, diversions, and low
1.00
1.38
138.00
3.000
0.012
flowing streams
B. Large gullies, diversions, and low
flowing streams
37.00
311.91
843.00
18.240
0.012
#13
1 Time of Concentration:
0.038
#14
1 5. Nearly bare and untilled, and
50.00
15.00
30.00
7.070
0.001
alluvial valley fans
B. Large gullies, diversions, and low
flowing streams
0.80
2.51
314.00
2.680
0.032
8. Large gullies, diversions, and low
37.00
301.92
816.00
18.240
0.012
flowing streams
#14
1 Time of Concentration:
0.045
#15
1 S. Nearly bare and untilled, and
50.00
20.00
40.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
1.00
0.53
54.00
3.000
0.005
flowing streams
B. Large gullies, diversions, and low
flowing streams
50.00
20.00
40.00
21.210
0.000
8. Large gullies, diversions, and low
flowing streams
1.00
0.75
75.00
3.000
0.006
B. Large gullies, diversions, and low
50.00
20.00
46.00
21.210
0.000
flowing streams
8. Large gullies, diversions, and low
1.00
0.44
44.00
3.000
0.004
flowing streams
8. Large gullies, diversions, and low
flowing streams
37.00
142.08
384.00
18.240
0.005
8. Large gullies, diversions, and low
flowing streams
4057.00
39,758.60
980.00
191.080
0.001
#15
1 Time of Concentration:
0.022
#16
1 5. Nearly bare and unfilled, and
50.00
15.00
30.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
flowing streams
1.00
1.38
138.00
3.000
0.012
8. Large gullies, diversions, and low
37.00
255.67
691.00
18.240
0.010
flowing streams
8. Large gullies, diversions, and low
1.50
1.93
129.00
3.670
0.009
flowing streams
8. Large gullies, diversions, and low
flowing streams
3.40
1.08
32.00
5.530
0.001
#16
1 Time of Concentration:
0.033
#17
1 8. Large gullies, diversions, and low
3.38
1.08
32.00
5.510
0.001
flowing streams
8. Large gullies, diversions, and low
flowing streams
0.50
0.47
95.00
2.120
0.012
Filename. PHASE 2 WASTE ROCK PILE-25 YR.sc4 Printed 08-16-2021

SEDCAD 4 for Windows
rnr...rinht 1000 .7n1 n Opmola 1 Gr k-h
18
Stru
SWS
Land Flaw Condition
Slope (a/o)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
ft)
(ft)
(fps)
#17
1
Time of Concentration:
0.013
#18
1
8. Large gullies, diversions, and low
2.83
0.90
32.00
5.040
0.001
flowing streams
8. Large gullies, diversions, and low
flowing streams
0.50
0.65
131.00
2.120
0.017
#18
1
Time of Concentration:
0.018
#19
1
5. Nearly bare and unfilled, and
50.00
14.50
29.00
7.070
0.001
alluvial valley Fans
8. Large gullies, diversions, and low
flowing streams
1.00
1.91
191.00
3.000
0.017
B. Large gullies, diversions, and low
37.00
254.19
687.00
18.240
0.010
flowing streams
B. Large gullies, diversions, and low
flowing streams
1.70
0.49
29.00
3.910
0.002
#19
1
Time of Concentration:
0.030
#20
1
5. Nearly bare and unfilled, and
alluvial valley fans
50.00
18.00
36.00
7.070
0.001
8. Large gullies, diversions, and low
flowing streams
1.00
1.07
108.00
3.000
0.010
8. Large gullies, diversions, and low
flowing streams
37.00
222.00
600.00
18.240
0.009
8. Large gullies, diversions, and low
.flowing streams
5.20
45.13
868.00
6.840
0.035
#20
1
Time of Concentration:
MOSS
#21
1
8. Large gullies, diversions, and low
50.00
7.50
15.00
21.210
0.000
flowing streams
8. Large gullies, diversions, and low
flowing streams
0.50
1.04
208.00
2.120
0.027
#21
1
Time of Concentration:
0.027
#22
1
S. Nearly bare and untilled, and
50.00
25.00
50.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
flowing streams
0.60
1.80
300.00
2.320
0.035
8. Large gullies, diversions, and low
flowing streams
37.00
190.55
515.00
18.240
0.007
8. Large gullies, diversions, and low
flowing streams
1.57
13.09
834.06
3.750
0.061
#22
1
Time of Concentration:
0.104
#23
1
7. Paved area and small upland
gullies
2.60
9.20
354.00
3.240
0.030
B. Large gullies, diversions, and low
flowing streams
0.50
0.53
107.00
2.120
0.014
#23
1
Time of Concentration:
0.044
#24
1
7. Paved area and small upland
3.37
33.39
990.80
3.690
0.074
gullies
8. Large gullies, diversions, and low
flowing streams
50.00
3.50
7.00
21.210
0.000
8. Large gullies, diversions, and low
flowing streams
0.50
1.15
230.00
2.120
0.030
Filename PHASE 2 WASTE ROCK PILE_25 YR.sc4 Printed 08-16-2021

SEDCAD 4 for Windows
(`nrw,rinhl 100A .�l11 11 Ce.,+nl� I lz,h k
Stru
SWS
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
#24
1
Time of Concentration:
0.104
#25
1
5. Nearly bare and untilled, and
50.00
22.50
45.00
7.070
0.001
alluvial valley fans
B. Large gullies, diversions, and low
Rowing streams
1.00
1.43
143.00
3.000
0.013
8. Large gullies, diversions, and low
flowing streams
35.00
123.20
352.00
17.740
0.005
8. Large gullies, diversions, and low
flowing streams
4.20
10.33
246.00
6.140
0.011
#25
1
Time of Concentration:
0.030
#26
1
5. Nearly bare and untilled, and
50.00
13.50
27.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
flowing streams
1.00
2.00
200.00
3.000
0.018
8. Large gullies, diversions, and low
flowing streams
37.00
187.59
506.99
18.240
0.007
S. Large gullies, diversions, and low
5.36
28.40
530.00
6.940
0.021
flowing streams
#26
1
Time of Concentration:
0.047
#27
1
S. Large gullies, diversions, and low
50.00
22.50
45.00
21.210
0.000
flowing streams
8. Large gullies, diversions, and low
0.50
1.14
228.00
2.120
0.029
flowing streams
#27
1
Time of Concentration:
0.029
#39
1
8. Large gullies, diversions, and low
1.00
1.00
100.00
3.000
0.009
flowing streams
8. Large gullies, diversions, and low
flowing streams
37.00
143.81
388.67
18.240
0.005
#39
1
Time of Concentration:
0.014
#40
1
B. Large gullies, diversions, and low
0.50
0.05
11.00
2.120
0.001
flowing streams
8, Large gullies, diversions, and low
flowing streams
37.00
133.75
375.00
18.240
0.005
#40
1
Time of Concentration:
0.006
#41
1
5. Nearly bare and untilled, and
1.00
0.39
39.00
1.000
0.010
alluvial valley fans
8. Large gullies, diversions, and low
flowing streams
3.30
6.66
202.00
5.440
0.010
#41
1
Time of Concentration:
0.020
#42
1
B. Large gullies, diversions, and low
5.20
8.83
170.00
6.840
0.006
flowing streams
B. Large gullies, diversions, and low
flowing streams
4.60
7.13
155.00
6.430
0.006
B. Large gullies, diversions, and low
flowing streams
4.20
13.81
329.00
6.140
0.014
8. Large gullies, diversions, and low
flowing streams
0.50
1.93
386.00
2.120
0.050
#42
1
Time of Concentration:
0.076
19
Filename: PHASE 2 WASTE ROCK PILE 25 YR.sc4
Printed 08-16-2021

SEDCAD 4 for Windows
f nr '_hf loom _,)AM D-1. I QrH­h
20
Stru
SWS
Land Flow Condition
Slope
Vert,Dist
Horiz. Dist.
Velocity
Time (hrs)
t)
(ft)
(fps)
#43
1
5• Nearly bare and untilled, and
18.00
6.66
37.00
4.240
0.002
alluvial valley fans
S. Nearly bare and untitled, and
50.00
7.50
15.00
7.070
0.000
alluvial valley fans
B. Large gullies, diversions, and low
9.00
10.98
122.00
9.000
0.003
flowing streams
8. Large gullies, diversions, and low
Flowing streams
0.50
0.41
83.00
2.120
0.010
#43
1
Time of Concentration:
0.015
7. Paved area and small upland
#44
1
gullies
22.00
9.46
43.00
9.440
0.001
8. Large gullies, diversions, and low
flowing streams
0.50
4.23
847.00
2.120
0.110
#44
1
Time of Concentration:
0.111
Filename PHASE 2 WASTE FLOCK PILE_25 YR.sc4 Printed 08-16-2021

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Drainage Calculations for Concentrate Operations, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' ► ► August 2021
Topsoil Storage Pile
• Topsoil Storage Pile Sedcad and Weighted Curve Sheets
MARSHALL MILLER & Assoc1ATE5 INc.

SEDCAD 4 for Windows
f n mr ht imaq .omn Dom i. I Rrhumh
iedmont Lithium Caroli
n
r
Storm water Management Plan
Topsoil Storage Pile
Drainage Area(s): DA- 28 thru DA-39
Storm Event: 25 -Year/ 24-Hour
MM&A Project No. PLIT109
January 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
1
Filename- TOPSOIL PILE 25 YR.sc4 Printed 02-12-2021

SEDCAD 4 for Windows
General Information
Storm Information:
Storm Type:
NRCS Type II
Design Storm:
25 yr - 24 hr
Rainfall Depth:
6.240 Inches
Filename. TOPSOIL PILE_25 YR.sc4 Printed 02-12-2021

SEDCAD 4 for Windows
r:n mmt i aam AIT1f1 percale I QnH—h
Structure Networking:
Type
Stru
#
(flows
into)
Stru
#
Musk. K
(hrs)
Musk. X
Description
Null
#1
#10
0.000
0.000
DA-28
Null
#2
=_>
#10
0.000
0.000
DA-29
Null
#3
=_>
#4
0.000
0.000
0.000
0.000
DA•30
Null 1
#4 =_> #10
DA-31
Null
#5
=>>
#11
0.000
0.000
DA-32
Null
#6
=_>
#11
0.000
0.000
DA-33
Null
#7
==>
#9
0.000
0.000
DA-34
Null
#8
=_>
#11
0.000
0.000
DA-35
Null
#9
=_>
#8
0.000
0.000
DA-36
Null
#10
#11
=_>
=_>
#14
#14
0.000
0.000
0.000
0.000
DA•38 (Sediment Basin No. 11)
Null
DA-39 (Sediment Basin No. 12)
Null
#14
+•a>
End
0.000
0.000
Watershed
#7
Null
#9
Null
#8
Null
#6
Null
#S
Null
#11
Null
#3
Null
#4
Null
#2
Nu11
#1
Null
01
Null
#14
Null
Filename: TOPSOIL PILE 25 YR.sc4
Printed 02-12-2021

SEDCAD 4 for Windows
f n.x+.inH1 700A _,Aiek Psfnom 1 Crs w
Structure Summary:
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(ds)
(ac-ft)
#7
1.170
1.170
5.07
0.45
#9
2.160
3.330
14.43
1.29
#8
0.220
3.550
15.38
1.37
#6
3.530
3.530
15.29
1.36
#5
5.170
5.170
22.40
2.00
#11
1.770
14.020
57.96
5.28
#3
1.040
1.040
4.51
0.40
#4
0.810
1.850
8.01
0.71
#2
1.870
1.870
8.10
0.72
# 1
3.040
3.040
13.17
1.17
#10
0.740
7.500
32.49
2.89
#14
0.000
21.520
90.46
8.17
Filename: TOPSOIL PILE 25 YR.sc4 Printed 02-12-2021

SEDCAD 4 for Windows
r'n , inhl iaam.9n1n P—w. I 2,h.-h
+J
Structure Detail:
Structure #7
(Null)
DA 34
Structure #ul�
DA 36
Structure #8
(Null)
DA 35
Structure #6
(Null)
DA 33
5Irvcture #5 (NuII
DA-32
Structure #11(Null)
DA-39 (Sediment Basin No. 12)
Structure #3 Nu1fl
DA-30
Structure #4 (Nulls
DA-31
Structure #2 (Null)
DA 29
Structure #1(Null)
DA 28
Structure #10 (Null)
DA 38 (Sediment Basin No. 11)
Structure #1_ _. 4 [Null,
Watershed
Filename: TOPSOIL PILE 25 YR,sc4 Printed 02-12-2021

SEDCAD 4 for Windows
r-inhr icon _%nin op-ia i Cnh..iui�
Subwaterslied Hydrology Detail:
Stru SWS SWS Area Time of
Conc
# # (ac) (hrs)
#7 1 1.170 0.009
1.170
#9 1 2.160 0.034
3.330
_ #8 1 -- - 0.220 0.009
3.550
#6 1 3.530 0.021
3.530
05 1 5.170 0.071
5.170
#11 1 1.770 0.265
14.020
#3 1 1.040
F, 1.040
#4 1 0.810
1.850
#2 1 1.870 0.016
1.870
#1 1 3.040 0.075
3.040
#10 1 0.740 0.021
7.500
#14 �, 21.520
0.012 0.000
0.048 0.000
Musk K
Curve
Musk X UH5
(hrs)
Number
0.000
0.000 86.000 M
0.000
0.000 86.000 M
0.000 0.000 86.000 M
0.000 0.000 86.000 M
0.000 0.000 86.000 M
0.000 0.000 86.000 M
0.000 86.000 M
0.000 86.000 M
0.000
0.000
86.000 M
0.000
0.000
- 86.000 M
0.000 0.000 86.000 M
Peak
Discharge
(S)
Runoff
Volume
(ac-ft)
5.07
5.07
9.36
14.43
0.452
0.452
0.834
1.286
0.95
0.084
15.38
1.369
15.29
1.363
13.29
1.363
22.40
1.997
22.40
1.997
5.07
0.547
57.96
3.276
4.51
0.401
4.51
0.401
3.51
0.312
8.01
0.714
8.10
0.722
8.10
0.722
13.17
1.174
13.17
1.174
3.21
0.285
32.49
2.895
90.46
8.171
Subwatershed Time of Concentration Details:
Stru 5W5 Land Flow Condition Slope Vert. Dist. Horiz. Dist. Velocity Time (hrs)
ft) (ft) (fps)
#1 1 5. Nearly bare and untitled, and 50.00 19.50 39-00 7.070 0.001
alluvial valley fans
B. Large gullies, diversions, and low 1.00 1.07 108.00 3.000 0.010
flowing streams
6
Filename TOPSOIL PILE 25 YR.sc4
Printed 02-12-2021

SEDCAD 4 for Windows
I Crh..-h
Stru
SWS
Land Flow Condition
Slope (9k)
Vert. Dist.
Horiz. Dist
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
8. Large gullies, diversions, and low
flowing streams
37.00
41.44
112.00
18.240
0.001
B. Large gullies, diversions, and low
1.50
12.61
841.00
3.670
0.063
flowing streams
#1
1
Time of Concentration:
.0.075
#2
1
S. Nearly bare and untitled, and
10.00
5.60
56.00
3.160
0.004
alluvial valley fans
8. Large gullies, diversions, and low
1.00
1.12
112.00
m 3.000
0.010
flowing streams
8. Large gullies, diversions, and low
37.00
70.67
191.00
18.240
0.002
flowing streams
#2
1
Time of Concentration:
0.016
#3
1
S. Nearly bare and unfilled, and
10 00
4.10
41.00
3.160
0.003
alluvial valley fans
8. Large gullies, diversions, and low
0.50
0.22
44.00
4 2.120
0.005
flowing streams
8. Urge gullies, diversions, and low
37.00
83.62
216.00
18.240
0.003
flowing streams
8. Large gullies, diversions, and low
1.00
0.14
14.00
3.000
0.001
Rowing streams
#3
1
Time of Concentration:
0.012
#4
1
5. Nearly bare and untitled, and
50.00
18.00
36.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
1.20
6.79
566.00
3.280
0.047
flowing streams
#4
1
Time of Concentration:
0.04I3
#5
1
S. Nearly bare and untitled, and
10.00
11.40
114.00
3.160
0.010
alluvial valley fans
8. Large gullies, diversions, and low
1.00
0.79
79.00
3.000
0.007
flowing streams
B. Large gullies, diversions, and low
flowing streams
37.00
96.57
261.00
18.240
0.003
B. Large gullies, diversions, and low
flowing streams
2.30
19.50
848.00
4.540
0.051
#5
1
Time of Concentration:
0.071
#6
1
5. Nearly bare and untitled, and
10.00
4.00
40.00
3.160
0.003
alluvial valley fans
B. Large gullies, diversions, and low
Flowing streams
1.00
1.59
160.00
3.000
0.014
B. Large gullies, diversions, and low
37.00
100.27
271.00
18.240
0.004
flowing streams
#6
1
Time of Concentration:
0.021
#7
1
S. Nearly bare and untitled, and
10.00
4.80
48.00
3.160
0.004
alluvial valley fans
B. Large gullies, diversions, and low
1.00
0.39 n�
39.00
3.000
0.003
flowing streams
B. Large gullies, diversions, and low
37.00
56.61
153.00
18.240
0.002
flowing streams
#7
1
Time of Concentration:
0.009
7
Filename: TOPSOIL PILE_25 YFI.sc4
Printed 02-12-2021

SEDGAD 4 for Windows
8
Stru
SWS
Land Pow Condition
Slope (%)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
#8
1
S. Nearly bare and untilled, and
50.00
20.50
41.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
5.10
10.60
208.00
6.770
0.008
Flowing streams
#8
1
Time of Concentration:
0.009
#9
1
5. Nearly bare and untilled, and
10.00
8.20
82.00
3.160
0.007
alluvial valley fans
8. large gullies, diversions, and low
8.00
68.24
853.00
8.480
0.027
Flowing streams
#9
1
Time of Concentration:
0.034
#10.
1
5. Nearly bare and untilled, and
50.00
19.50
39.00
7.070
0.001
alluvial valley fans
8. Large gullies, diversions, and low
0.50
0.69
139.00
2.120
0.018
flowing streams
8. Large gullies, diversions, and low
3.00
1.16
39.00
5.190
0.002
flowing streams
#10
1
Time of Concentration:
0.021
#11
1
5• Nearly bare and unfilled, and
50.00
20.00
40.00
7.070
0.001
alluvial valley fans
w
S. Nearly bare and unfilled, and
0.10
0.27
270.00
0.310
0.241
alluvial valley fans
B. Large gullies, diversions, and low
40.00
15.60
39.00
18.970
0.000
flowing streams
B. Large gullies, diversions, and low
flowing streams
0.50
0.73
147.00
2.120
0.019
8. Large gullies, diversions, and low
3.00
2.33
78.00
5.190
0.004
flowing streams
#11
1
Time of Concentration:
0.265
Filename: TOPSOIL PILE-25 YR.sc4 - Printed 02-12-2021

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HU LLE
WSOCIPJES- ;
Plant Pad Area
Drainage Calculations for Concentrate Operations, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 2021
• Plant Pad Area Sedcad and Weighted Curve Sheets
• Plant Pad Area Underdrain UD-4 Calculations
MARSHALL MILLER & AssoCIATES INC.

SEDCAD 4 for Windows
f nro�dnM 10091 _9nin 0a 1' 1 Qnhu.ph
1
Piedmont Lithium
Gaston CountvL.N
arolinas. Inc.
rth Carolina
Stormwater Management Plan
Preparation Plant and ROM Pile
Drainage Area(s): 40, 41, 42, 43, 44, 45, 46, 47, 48, 49 and 50
Storm Event: 25 - Year / 24-Hour
MM&A Project No. PLM09
May, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename: PLANT AND ROM PAD _25 YR.sc4 Printed 05-12-2021

SEDCAD 4 for Windows
f nr ,Ar ke f060. _7nin P-i. I
General Information
Storm Information:
Storm Type:
NRCS Type II
Design Storm:
25 yr - 24 hr
Rainfall Depth:
6.240 inches
Filename: PLANT AND ROM PAD_25 YR.Sc4 Printed 05-12-2021

SEDCAD 4 for Windows
!`nrnr.inh/ ima .omn P—i. I 4rh—.h
Structure Networking;
TYPe
Stru
(flows
into)
S#
{hrstru Musk )K
Musk- X
Description
Null
Null
#1
=_>
#4
0.000
0.000
0.000
0.000
DA-40
DA-41 (SB-18)
#2 =_> #12
Null
#3
=_>
#2
0.000
0.000
DA-42
Null
#4
=_>
#5
0.000
0.000
DA-43
DA-44 (SB-13)
Null
#5 =_> #8
0.000 0.000
Null
#6
=_>
#11
0.000
0.000
DA-45
Null
#7
=_>
#6
0.000
0.000
DA-46
1 Null TT
#8
=_>
#11
0.000
0.000
DA-47
Null
#9
=_>
#12
0.000
0.000
DA-48 (SB-16)
Null
Null
#10
=_>
#12
0.000
0.000
DA-49 (SEDIMENT TRAP)
#11 =_> #12
0.000 0.000
DA-50 (DISCHARGE CHANNEL)
NULL TO STREAMS
Null
#12 __> End
0.000 0.000
#1
Null
#4
Null
#5
Null
#8
Null
4
#7
Null
Null
#i1
Null
#10
Null
—
—
#9
Null
#3
Null
#Z
Null
#12
Null
Filename- PLANT AND ROM PAD 25 YR.sc4 Printed 05-12-2021

SEDCAD 4 for Windows
rnnrninhl mut .9ni n 15-12 1 Cr hush
Structure Summary:
Immediate
Contributing
Area
(ac)
Total
Contributing
Area
(ac)
Peak
Discharge
(cls)
Total
Runoff
Volume
(ac-ft)
#1
8.330
8.330
17.15
1.63
#4
4.980
13.310
35.05
3.21
#5
8.310
21.620
57.98
5.59
#8
2.020
23.640
65.69
6.23
#7
1.370
1.370
5.94
0.53
#6
7.040
8.410
27.56
2.74
# 11
0.640
32.690
96.03
9.21
# 10
2.460
2.460
10.66
0.95
#9
6.380
6.380
17.24
1.97
#3
9.010
9.010
37.98
3.32
#2
8.650
17.660
58.38
5.36
#12
0.000
59.190
180.88
17.49
Filename: PLANT AND ROM PAQ 25 YR.sc4
Printed 05-12-2021

SEDCAD 4 for Windows
Structure Detail:
Structure #1 (
DA-40
Structure #4 (Null)
DA-43
Structure #5 (Nulls
DA-44 (58-13)
tructvre #8 (Null)
DA-47
Structure #7 (Null)
DA-46
Structure_ #6 (Null)
DA-45
Structure #11 (Null)
DA-50 (DISCHARGE CHANNEL)
Structure #10 (NuII)
DA-49 (SEDIMENT TRAP)
,Structure #9 (NrII)
DA-48 (5B--16)
Structure #3 (Null)
DA-42
Structure #2 (Null)
DA-41(58-18)
Structure #12 (Nul1J
NULL TO STREAMS
Filename; PLANT AND ROM PAD_25 YR.sc4 Printed 05-12-2021

SEDCAD 4 for Windows
r-A.ht taoo -onin m-i. I C,h,..h
a
Subwatershed Hydrology Detail:
S#
5W5
5WS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UH5
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
# 1
#4
1
E
1
8.330
8.330
4.980
13.310
0.175
0.099
0.000
0.000
0.000
0.000
69.000
78.000
M
M
17.15
17.15
1.633
1.633
18.99
1.572
35.05
3.206
#5
1
8.310
0.208
0.000
0.000
83.000
M
23.81
2.384
21.620
57.98
5.589
#8
1
2.020
0.055
0.000
0.000
78.000
M
7.70
0.638
23.640
65.69
6.227
#7
1
1.370
0.015
0.000
0.000
86.000
M
5.94
0.529
1.370
5.94
0.529
#6
1
7.040
0.153
0.000
0.000
86.000
M
22.34
2.211
8.410
27.56
2.740
#11
1
0.640
0.027
0.000
0.000
86.000
M
2.77
0.247
32.690
96.03
9.213
#10
1
2.460
0.023
0.000
0.000
86.000
M
10.66
0.950
2.460
10.66
0.950
#9
1
6.380
0.356
0.000
0.000
86.000
M
17.24
1.972
6.380
17.24
1.972
#3
#2
*12
1
1
9.010
9.010
8.650
17.660
59.190
0.072
0.141
0.000
0.000
0.000
0.000
84.000
75.000
M
M
37.98
3.317
37.98
3.317
21.50
2.043
58.38
5.360
180.88
17.495
Subwatershed Time of Concentration Details:
Stru SWS Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity Time (hrs)
ft) (ft) (fps)
#1 1 3. Short grass pasture 1.51 8.33 552.31 0.980 0.156
7. Paved area and small upland 4.61 12.74 276.57 4.320 0.017
gullies
Filename- PLANT AND ROM PAD 25 YR.sc4 Printed 05-12-2021

SEDCAD 4 for Windows
f n.,,rrinhl ioaa.9nin P-i. I Crh-.h
Stru
SWS
Land Flow Condition
Slope (°/a)
Vert. Dist..
Horiz. Dist.
Velocity
Time (hrs)
(ft)
(fps)
B. Large gullies, diversions, and low
1.67
0.65
39.52
3.870
0.002
flowing streams
#1
1
Time of Concentration:
0.175
#2
1
3. Short grass pasture
2.93
11.80
403.00
1.360
0.082
7. Paved area and small upland
7.40
33.00
446.00
5.470
0.022
gullies
8. large gullies, diversions, and low
0.50
1.44
288.00
2.120
0.037
flowing streams
#2
1
Time of Concentration:
0.141
#3
1
8. Large gullies, diversions, and low
5.30
28.67
541.00
r 6.900
0.021
flowing streams
8. Large gullies, diversions, and low
0.50
1.95
392.00
2.120
0.051
flowing streams
#3
1
Time of Concentration:
0.072
#4
1
3. Short grass pasture
6.03
21.58
358.00
1.960
0.050
8. Large gullies, diversions, and low
10.00
15.60
156.00
9.480
0.004
flowing streams
8. Large gullies, diversions, and low
3.20
22.97
718.00
5.360
0.037
flowing streams
B. Large gullies, diversions, and low
flowing streams
1.00
0.94
94.00
3.000
0.008
#4
1
Time of Concentration:
0.099
#5
1
S. Nearly bare and untilled, and
1.00
5.41
541.00
1.000
0.150
alluvial valley fans
B. Large gullies, diversions, and low
flowing streams
0.50
2.17
435.00
2.120
0.056
B. Large gullies, diversions, and low
3.00
1.50
50.00
5.190
0.002
flowing streams
#5
i
Time of Concentration:
0.208
#6
1
S. Nearly bare and untilled, and
1.00
3.62
362.00
1.000
0.100
alluvial valley fans
B. Large gullies, diversions, and low
flowing streams
0.50
1.16
233.00
2.120
0.030
B. Large gullies, diversions, and low
3.00
13.35
445.00
5.190
0.023
flowing streams
#6
1
Time of Concentration:
0.153
#7
1
B. Large gullies, diversions, and low
8.70
41.76
480.00
8.840
0.015
flowing streams
#7
1
Time of Concentration:
0.015
#8
1
S. Nearly bare and untilled, and
18.00
21.06
117.00
4.240
0.007
alluvial valley fans
8. Large gullies, diversions, and low
1.60
5.68
355.00
3.790
0.026
flowing streams
S. Large gullies, diversions, and low
flowing streams
2.10
7.41
353.00
4.340
0.022
#8
1
Time of Concentration:
0.055
#9
1
S. Nearly bare and untilled, and
0.50
4.33
868.00.
0.700
0.344
alluvial valley fans
Filename; PLANT AND ROM PAD 25 YR.sc4
Printed 05-12-2021

SEDCAD 4 for Windows
r—iu he 1aan JDnin P—i. i c,s—..h
Stru
SWS
Land Flow Condition
Slope (p/o)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
B. Large gullies, diversions, and low
0.50
0.35
70.00
2.120
0.009
flowing streams
B. Large gullies, diversions, and low
5.00
3.95
79.00
6.700
0.003
Flowing streams
#9
1
Time of Concentration:
0.356
#10
1
5. Nearly bare and unfilled, and
1.00
0.39
39.00
1.000
0.010
alluvial valley fans
8. Large gullies, diversions, and low
0.50
0.52
104.00
2.120
0.013
flowing streams
#10
1
T me of Concentration:
0.023
#11
1
3. Short grass pasture
fi.00
8.09
135.00
1.950
0.019
8. Large gullies, diversions, and low
14.00
45.92
328.00
11.220
0.008
flowing streams
#11
1
Time of Concentration:
0.027
Filename: PLANT AND ROM PAD .25 YR.sc4 Printed 05-12-2021

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SEDCAD 4 for Windows
r, ...;. h* iaoa _onin an. p. i a,.h..k
Piedmont Lithium Carotin
w
Storm water Management Plan
Plant Pad Underdrain
Drainage Area(s): UD-4
Storm Event. 25 - Year / 24-Hour
MM&A Project No. PLM09
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename: PLANT PAD UNDERDRAIN 25 YR.sc4 Printed 04-21-2021

SEDCAD 4 for Windows
f'nn-4M%f icon .,jnin Pamolo I 4rh—.h
General Information
Storm Information:
Storm Type: NRCS Type I1
Design Storm: 25 yr - 24 hr
Rainfall Depth: 6.240 Inches
Filename: PLANT PAD UNDERDRAIN 25 YR.sc4 Printed 04-21-2021

SEDCAD 4 for Windows
r— inhf loom .onln Pamela r C�huwh
Structure Networking;
Type
5tru
#
(flows
Into)
Stru
#
Musk. K
(hrs)
Musk. X
Description
Null
#1
=_>
End
0.000
0.000
UD-4
Null
#2
=_>
#3
0.000
0.000
DA-1
Null
#3
=_>
#1
0.000
0.000
DA-2
Filename: PLANT PAD UNDERDRAIN 25 YR.sc4 Printed 04-21-2021

SEDCAD 4 for Windows
I Crh,.rah
Structure Summary:
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(cfs)
(ac-ft)
#2 8.330
8.330
17.15
1.63
#3 32.170
40.500
110.92
8.90
#1 0.000
40.500
110.92
8.90
Filename: PLANT PAD UNDERDRAIN 25 YR.sc4 Printed 04-21-2021

SEDCAD 4 for Windows
r•-,. ht i aaa -,jmn as.,,eie i
Structure Detail:
Structure #2Null
DA-1
Structure #3 (Nulls
DA-2
Structure #1Null
UD-4
Filename PLANT PAD UNDERDRAIN 25 YR.sc4 Printed 04-21-2021

SEDCAD 4 for Windows
r'—... Wo 1000 _0AIn { -1T I Q,hunh
6
Subwatershed Hydrology Detail:
5tru
#
SW5
#
5WS Area
(ac}
Time of
Conc
(hrs)(hrs)
Musk K
Curve
Musk X UH5
Number
Peak
Discharge
(S)
Runoff
Volume
(ac-ft)
#2
1
8.330
0.175
0.000
0.000 69.000 M
17.15
1.633
F,
8.330
17.15
1.633
#3
1
32.170
0.087
0.000
0.000 67.000 M
94.86
7.264
F,
40.500
110.92
8.898
#1
�,
40.500
110.92
8.898
Subwatershed Time of Concentration Details:
Stru
SW5
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
ft)
(ft)
(fps)
#2
1
3. Short grass pasture
1.51
8.34
552.98
0.980
0.156
7. Paved area and small upland
gullies
4.61
12.75
276.78
4.320
0.017
B. Large gullies, diversions, and low
1.67
0.66
40.00
3.870
0.002
flowing streams
#2
1
Time of Concentration:
0.175
#3
1
7. Paved area and small upland
6.70
40.65
606.86
5.210
0.032
gullies
B. Large gullies, diversions, and low
flowing streams
4.10
49.31
1,202.92
6.070
0.055
#3
1
Time of Concentration:
0.087
Filename PLANT PAD UNDERDRAIN 25 YR sc4 Printed 04-21-2021

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Client Piedmont Lithium Carolinas, Inc.
Mine Piedmont Lithium Mine
Permit #
App. #
Fill: Prep Plant Fill (Underdrain UV-4)
Prep Plant Fill Underdrain Desim Flaw
Reference "Dos, Brojo M (1999) ftindgmentals 9f Glotechnical EnRineering. Pacific Grove. CA Brooks / Cole
Darcy's Low
V=ki
Continuity Equation
Q = VA
Protect Data
CALCULATED VELOCITY
where:
where:
P�RSHkLL ILLS
40C1 TFS
V= Velocity, h/sec
km Hydraulic Conductivity/Coefficient of Permeability, ft/min
i = Hydraulic Gradient ft/ft
Q = Peak Discharge, cfs
V= Velocity, ft/sec
A = Drainage Area, square feet
k1=
0.000012 ft/min
Hydraulic Gradient, I =
1 ft/ft
Fill Area, A =
32.17 acre
Assumed Void Ratio =
0.3
V= 0.000012 ft/min
DESIGN DISCHARGE FROM INFILTRATION Q= 0.280 cis
ASSUMED MAXIMUM DISCHARGE FROM EXISTING SEEPS AND SPRINGS
UNDERDRAIN DESIGN DISCHARGE
0.000000200 ft/sec
Q = 126 gpm
Q = 238 gpm
Q = 364 gpm
Notes
1
Coefficient of permeability was determined from Table 6.6 "Correlation between USCS Classification and Properties of Compacted
Sails" in MSHA's Engineering and Resign Manual for Coal Refuse Disposal Facilities, Second Edition (Rev. August 2010) The
coefficient of permeability reflects the average typical hydraulic condition for sail groups SM, SM SC and SC

Client Piedmont Lithium Carolinas, Inc.
Mine Piedmont Lithium Mine
Permit #
App. 4 0 M � `
Fill: Prep Plant Fill (Underdrain UD-4) a' `
Flow Capacity in Rockfill
Reference "Flow Through Racks Its", by Thomas Leps, Embankment-Dam_Enitineerinit, Casagrande Volume (1973).
Flow through Rockfill (cfs):
Q _ (Wm0.5)ri0.54)A �1 a @)
where: W = Empirical Constant for a given rockfill
m = Mean Hydraulic Radius
1= Hydraulic Gradient, ft/ft
A = Drain Area, square feet
e = Void Ratio of Rockfill
Suggested values of Wm "�S from Leps: Rock D so
Wm o.s
2"
16 in/sec
3"
18 in/sec
6"
28 in/sec
8"
32 in/sec
12"
41 in/sec
PROJECT DATA Assumed D50 =
2 in
Selected Wm05 =
16 in/sec
Hydraulic Gradient, I =
0.01 ft/ft
Drain Area, A =
8 ft2
Assumed Void Ratio =
0.3
CALCULATED FLOW Q = 0.20 cfs W 92 gpm

Client Piedmont Lithium Carolinas, Inc.
Mine Piedmont Lithium Mine
Permit q
App. #i
Fill: Prep Plant Fill (Underdroin UD-4)
FLOW IN PIPE
Use Chezy-Manning Equation
kvSHALL I LLE
�C�CI TF=S
where:
n = Manning's Roughness Coefficient
Q _ VA __(L-n
_ A(rH2/3 X(S)A= inside area of pipe, square feet
rH = Hydraulic Radius of pipe, feet
5 = pipe slope, ft/ft
PROJECT DATA Proposed Underdrain Pipe = 6" IPS SDR 17 HDPE
Manning's n = 0.01
Inside Diameter of Pipe = 5.799 in
Pipe Slope = 0.01 ft/ft
CALCULATED VALUES A = 0.18 ftz
rH = 0.12 ft
CALCULATED FLOW Q = 0.67 cfs = 300 gpm

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UNDERDRAIN UD-4 Scale in Feet
DRAINAGE AREAS 2oo 0 200 400

1!1�11
HU LLE
WSOCIPJES- ;
Haul Roads
Drainage Calculations for Concentrate Operations, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 2021
• Haul Road Sedcad and Weighted Curve Sheets
• Haul Road Culvert Design Sheets and Culvert C-4 Sump Detail
• Haul Road Sediment Trap Detail Sheets
MARSHALL MILLER & AssociATES INc.

SEDCAD 4 for Windows
f"nr�orinh/ 10CR )nln i3 m it I cz,H mh
1
ledmont Lithium Carolinas, Inc.
4orth Carolim
Stormwater Management Plan
Road Ditches DA-51, DA-52, DA53, Sediment Trap ST-1 and
Culvert C-2
Drainage Area(s): 51, 51a, 52 and 53
Storm Event: 25 - Year / 24-Hour
MM&A Project No. PLM09
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename DA-51 25 YR sc4
Printed 06-11-2021

SEDCAD 4 for Windows
r—,Hnhl 14GA -,;nin Gam -la 1 CnhumF.
General information
Storm information:
Storm Type:
NRCS Type II
Design Storm:
25 yr • 24 hr
Rainfall Depth:
6.240 inches
Filename: DA-51_25 YR.sc4 Printed 05-27-2021

SEDCAD 4 for Windows
!"nn..rinhe iacm .,jnin P-i. I Crhw�h
Structure Networking:
Type
S#u
(flows
S#
Musk- K
Musk. X
I Description
Null
#1
=_>
#4
0.000
0.000
DA-51
Null
#2
=_>
#4
0.000
0.000
DA-52
Null
#3
=_>
#5
0.000
0.000
DA-53
Null
#4
=_>
#6
0.000
0.000
CULVERT TO SEDIMENT TRAP
Null
#5
=_>
#6
j 0.000
0.000
j FLUME TO SEDIMENT TRAP
Null
#6
=_>
End
1 0.000
0.000
1 DA 5la - SEDIMENT TRAP
#3
Null
4i
#5
NO
LR
#Z
NO
19
#1
Null
4
#4
Null
#6
NO
Filename: OA-51 _25 YR,Sc4 Printed 05-27-2021

SEDCAD 4 for Windows
r n —i� ht 14Qo Ani n P—s. I Cn hwnh
Structure Summary;
Immediate
Total
Pek
Total
Contributing
Contributing
Disccharge
Runoff
Area
Area
Volume
(ac)
(ac)
(cfs)
(ac-ft)
#3
1.490
1.490
6.45
0.58
#5
0.000
1.490
6.45
0.58
#2
1.570
1.570
6.80
0.61
#1
3.730
3.730
15.49
1.34
#4
0.000
5.300
22.29
1.95
#6
1.850
8.640
36.31
3.17
Filename: DA-51_25 YR.sc4 Printed 05-27-2021

SEDCAD 4 for Windows
f`— ho i oop .7nin i3.—m. I Q,h.-4,
5
Structure Detail;
Structure #3 Null
DA 53
Structure #5 (Nulls
FLUME TO SEDIMENT TRAP
.structure #Z.(Nulo
DA 51
Structure #1 (Nulls
DA 51
Structure #4 (Nulls
CUL VERT TO SEDIMENT TRAP
Structure #6 (Nulls
DA 51a - SEDIMENT TRAP
Filename: dA-51 _25 YR.sc4 Printed 05-27-2021

SEDCAD 4 for Windows
f nrndnhf 1000 -9111A Cpmwlp I C�huroh
6
Subwatershed Hydrology Detail.
Stru
#
SW5
#
SW5 Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
y Curve
Number
UHS
Peak
Discharge
(cl's)
Runoff
Volume
(ac-ft)
#3
1
1.490
0.054
0.000
0.000
86.000
M
6.45
0.575
1.490
6.45
0.575
#5
�',
1.490
6.45
0.575
#2
1
1.570
0.063
0.000
0.000
86.000
M
6.80
0.606
1.570
6.80
0.606
#
1
3.730
0.085
0.000
0.000
83.000
M
15.49
1.340
3.730
15.49
1.340
#4
5.300
22.29
1.946
#6
1
1.850
0.108
0.000
0.000
82.000
M
7.56
0.648
8.640
36.31
3.169
Subwatershed Time of Concentration Details:
Stru
SWS
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
#1
1
3. Short grass pasture
6.30
10.14
161.00
2.000
0.022
5. Nearly bare and untilled, and
�5.
alluvial valley fans
50.00
22.00
44.00
7.070
0.001
Nearly bare and untitled, and
alluvial valley fans
0.50
0.35
70.00
0.700
0.027
8. Large gullies, diversions, and low
flowing streams
7.00
52.99
757.00
7.930
0.026
B. Large gullies, diversions, and low
flowing streams
3.00
5.28
176.00
5.190
0.009
#1
1
Time of Concentration:
0.085
#2
1
S. Nearly bare and untilled, and
0.50
0.19
39.50
0.700
0.015
alluvial valley fans
8. Large gullies, diversions, and low
6.10
66.61
1,092.00
7.400
0.040
flowing streams
B. Large gullies, diversions, and low
flowing streams
3.00
4.50
150.00
5.190
0.008 ',
#2
1
Time of Concentration:
0.063
#3
1
S. Nearly bare and unfilled, and
0.50
0.19
39.50
0.700
0.015
alluvial valley fans
B. Large gullies, diversions, and low
flowing streams
6.60
71.54
1,084.00
7.700
0.039
8. Large gullies, diversions, and low
flowing streams
50.00
21.00
42.00
21.210
0.000
Filename: DA-51 25 YR.sc4 Printed 05-27-2021

SEDCAD 4 for Windows
f`n..arinhl 1°OR _'N5tt1 P-i. I Cnl.wah
Stru
SWS
Land Flow Condition
Slope
Vert,Dist.
Horiz. Dist.
Velocity
Time (hrs)
ft)
(ft)
(fps)
#3
1
Time of Concentration:
0.054
#6
1
3. Short grass pasture
4.00
7.80
195.00
1.600
0.033
5. Nearly bare and untilled, and
alluvial valley fans
50.00
32.50
65.00
7.070
0.002
5. Nearly bare and untilled, and
0.50
0.45
91.00
0.700
0.036
alluvial valley fans
B. Large gullies, diversions, and low
flowing streams
0.10
0.12
127.00
0.940
0.037
#6
1
Time of Concentration:
0.108
Rename: DA-51 _ 25 YR.sc4 Printed 05-27-2021

SEDCAD 4 for Windows
/`n. —hl 100A )nin Dale 1 Crh—h
I
piedmont Lithium Carotin
n c:oun
Stormwater Management Plan
Haul Road Ditches DA-55and DA-63 and Sediment Trap 5T-5,
Culvert C-7
Drainage Area(s): 55, 63, and 57
Storm Event: 100 -Year/ 24-Hour
MM&A Project No. PUT109
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename DA-63 100 Yet sc4
Printed 06-10-2021

SEDCAD 4 for Windows
r nmsrimm 100A )nin Perms 1 4eh—h
Generallnformation
Storm Information:
Storm Type: NRGS Type II
Design Storm: 100 yr - 24 hr
Rainfall Depth: 7.870 inches
Filename DA-63 100 YR sc4 Printed 06-10-2021

SEDCAD 4 for Windows
,;,aa ;ninoo—an i e.r,.ati
Structure Networking:
Type
Stru
#
(flows
Into)
Stru
#
Musk_ K
(hrs)
Musk. X
Description
Null
#1
#3
0.000
0.000
DA-63
Null
#2
=_>
:1
0.000
0.000
DA-55
Null
#3
==>
End
0.000
0.000
DA-57
#7
Null
41 >�r
Null
103
Null
Filename DA-63 100 YR.sc4 Printed 06-10-2021

SEDCAD 4 for Windows
f -rinhl loan )nin Pamela I C,h.,nh
Structure Summary;
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(ems)
(ac-ft)
#2 1.600
1.600
9.02
0.83
# 1 2.620
4.220
2-3.78
2.18
#3 24.170
28.390
128.12
10.48
Filename. DA-63 100 YR.sc4 Printed 06-10-2021

SEDCAD 4 for Windows
fnrw,.inhf icon .,)non aa.nole i c,.h—h
Structure Detail:
.Structure #2 tNull
DA 55
Structure #1(Null�
DA-63
5tructure #3 (Null1
DA-57
Filename DA-63 100 YR sc4 Printed 06-10-2021

SEDCAD 4 for Windows
r.,., , inio i aaa om n o-i. i
Subwatershed Hydrology Detail:
Stru
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#2
1
1.600
0.097
0.000
0.000
86.000
M
9.02
0.827
1.600
9.02
0.827
#1
1
2.620
0.102
0.000
0.000
86.000
M
14.76
1.354
4.220
23.78
2.180
#3
1
24.170
0.114
0.000
0.000
68.000
M
104.34
8.303
28.390
128.12
10.483
Subwatershed Time of Concentration Details:
Stru
SWS
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(Fps)
#1
1
S. Nearly bare and untilled, and
18.00
18.72
104.00
4.240
0.006
alluvial valley fans
B. Large gullies, diversions, and low
flowing streams
2.52
41.75
1,657.00
4.760
0.096
B. Large gullies, diversions, and low
50.00
26.00
52.00
21.210
0.000
flowing streams
#1
1
Time of Concentration:
0.102
#2
1
5. Nearly bare and untilled, and
0.50
0.19
39.50
0.700
0.015
alluvial valley fans
8. Large gullies, diversions, and low
2.86
43.04
1,505.00
5.070
0.082
flowing streams
#2
1
Time of Concentration:
0.097
#3
1
3. Short grass pasture
4.53
13.59
300.00
1.700
0.049
7. Paved area and small upland
5.33
57.88
1,086.D0
4.640
0.065
gullies
#3
1
Time of Concentration:
0.114
Filename DA-63 100 YR.sc4
Printed 06-10-2021

SEDCAD 4 for Windows
P'—'Al hl 1G44 -'Jn1n 15-10 1 Rr h+.ah
1
North Carotin
Storm water Management Plan
ROAD CUL VERT C-6
Drainage Areas) 56
Storm Event; 25 - Year / 24-Hour
MM&A Project No, PLM09
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email- [e-mail]
Filename- DA-56 ROAD CULVERT-25 yr.sc4 Printed 05-2B-2021

SEDCAD 4 for Windows
Iona onin o,-.i. i
Genera/Information
Storm Information:
Storm Type:
NRCS Type 11
Design Starm:
25 yr - 24 hr
Rainfall Depth:
6.240inches
Filename DA-56 ROAD CULVERT 25 yr.sc4 Printed 05-21-2021

SEDCAD 4 for Windows
Y'nn..rinlH 100R .]nfn Oa... j. i c..l....si.
3
Structure Networking:
type 5# Into) tru (flows 5# Musk. K Musk. X Description
(hrs401 I #1 =_> End 0.000 0.000 DA-56 ROAD CULVERT
Null
Filename DA-56 ROAD CULVERT 25 yr,sc4 Printed OS-21-2021

SEDCAD 4 for Windows
Structure Summary:
Immediate
Total
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(cfs)
(ac-ft)
#1 5.470
5.470
17.48
1.36
Filename. DA-56 ROAD CULVERT 25 yr.sc4 Printed 05-21-2021

SEDCAD 4 for Windows
r^.,..,,4; h• icon inn o—i., i
Structure Detail:
RfVdurf #1 �Null�
DA-56 ROAD CUL VERT
Filename DA-56 ROAD CULVERT 25 yr.sc4 Printed 05-21-2021

SEDCAD 4 for Windows
P,.,w,. -101 GOQ_')n In 0-1. Y 4nMu.eh
6
Subwatershed Hydrology Detail:
5tru SWS
SWS Area
Time of Musk K Curve
Peak
Runoff
ConC Musk X UHS
Discharge
Volume
# #
(�)
(hrs) Number
(hrs)
(cfs)
(ac-ft)
#1 1
5.470
0.068 0.000 0.000 70.000 M
17.48
1.365
E
5.470
17.48
1.365
Subwatershed Time of Concentration Details:
Stru
SWS
Land Flow Condibon
Slope (°k) Vert. Dist. Horiz. Dist.
Velocity
Time (hrs)
ft) (ft)
(fps)
#1
1
3. Short grass pasture
3.92 11.76 300.00
1.580
0.052
7. Paved area and small upland
5.15 14.16 275.00
4.560
0.016
gullies
#
i
lime of Concentration.
0.068
Filename DA-56 ROAD CULVERT_25 yr sc4 Printed 05-21-2021

SEDCAD 4 for Windows
f'—Mnhl IGOR 9Mn 0-1. 1 Qrh—h
0
Piedmont Lithium Carolinas, Inc.
n County. N
Storm water Management Plan
ROAD CUL VERT C-13
Drainage Area(s): 58, 59, 62, and 75
Storm Event: 100 -Year/ 24-Hour
MM&A Project No. PUT109
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename DA-58 ROAD CULVERT_100 yr.sc4 Printed 06-10-2021

SEDCAD 4 for Windows
f .—i.ht i000 inln Pamela I Qm--I,
Genera/ Information
Storm Information;
Storm Type:
NRCS Type II
Design Storm:
100 yr - 24 hr
Rainfall Depth:
7.870 Inches
Filename: DA-58 ROAD CULVERT_100 yr.sc4 Printed 06-10-2021

SEDCAD 4 for Windows
loon imn o-i. I cm--i,
Structure Networking:
Type
Stru
#
(flaws
Into)
Stru
#
Musk. K
(hrs)
Musk. X
Description
Null
#1
=_>
End
0.000
0.000
DA-58 (ROAD CULVERT C-13)
Null
#2
=_>
#1
0.000
0.000
DA-59 (Sr-12)
Null
#3
=_>
#2
0.000
0.000
DA-62 (ROAD CULVERT C-16)
Null
#4
=_>
#1
1 0.000
0.000
DA-75 (ROAD CULVERT C-12)
#4
Null
#3
Null
#1
NuII
Null
Filename DA-58 ROAD CULVERT_100 yr sc4 Printed 06-10-2021

SEDCAD 4 for Windows
P-Mr hl 1GGii 7f17ft 00-612 1 QA--h
Structure Summary:
Immediate
Total
PeaTotal
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(dS)
(ac-ft)
#4
6.360
6.360
14.42
1.75
#3
0.650
0.650
3.66
0.34
#2
0.840
1.490
8.40
0.77
#1
271.000
278.850
537.91
76.79
Filename: DA-58 ROAD CULVERT_100 yr.sc4 Printed 06-10-2021

SEDCAD 4 for Windows
e`—,rinhs loos! _IMA Oamala I CA—mk
Structure Detail:
.Structure #4 L uZIJ
DA-75 (ROAD CUL INERT C-12)
Structure #3 (Null)
DA-62 (ROAD CUL INERT C-16)
Structure #Z Null)
DA-59 (ST--12)
Structure #1(Null)
DA-58 (ROAD CULVERT C-13)
Filename: DA-58 ROAD CULVERT-1 00 yr sc4 Printed 06-10-2021

SEDCAD 4 for Windows
r-,inhf loon )nin Demme i Crh..rah
Subwatershed Hydrology Detail:
5tru
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UWS
Peak
Discharge
(as)
Runoff
Volume
(ac-ft)
#4
1
6.360
0.431
0.000
0.000
68.000
M
14.42
1.746
6.360
14.42
1.746
#3
1
0.650
0.047
0.000
0.000
86.000
M
3.66
0.336
0.650
3.66
0.336
#2
1
0.840
0.032
0.000
0.000
86.000
M
4.73
0.434
,
1.490
8.40
0.769
#1
1
271.000
0.607
0.000
0.000
68.000
M
523.53
74.277
E
278.850
537.91
76.792
Subwatershed Time of Concentration Details:
Stru
SWS
Land Flow Condition
Slope
Vert. Dist.
Noriz. Dist.
Velocity
Time (hrs)
t)
(ft)
(fps)
#1
1
1. Forest with heavy ground litter
3.22
9.66
300.00
0.450
0.185
7. Paved area and small upland
3.54
94.51
2,670.00
3.780
0.196
gullies
B. Large gullies, diversions, and low
flowing streams
1.55
47.15
3,042.00
3.730
0.226
#1
1
Time of Concentration:
0.607
#2
1
S. Nearly bare and untilled, and
6.60
9.24
140.00
2.560
0.015
alluvial valley fans
8. Large gullies, diversions, and low
8.20
28.78
351.00
8.590
0.011
flowing streams
8. Large gullies, diversions, and low
0.50
0.26
53.00
2.120
0.006
flowing streams
#2
1
Time of Concentration:
0.032
#3
1
5. Nearly bare and unfilled, and
0.50
0.19
39.50
0.700
0.015
alluvial valley fans
8. Large gullies, diversions, and low
3.20
16.48
515.00
5.360
0.026
flawing streams
8. Large gullies, diversions, and low
5.00
8.25
165.00
6.700
0.006
flowing streams
#3
1
Time of Concentration:
0.047
#4
1
1. Forest with heavy ground litter
0.70
2.09
300.00
0.210
0.396
7. Paved area and small upland
7.10
48.77
687.00
5.360
0.035
gullies
#4
1
Time of Concentration:
0.431
Filename: DA-58 ROAD CULVERT 100 yr.sc4 Printed 06-10-2021

Culvert Calculator Report
CULVERT CA 3
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 790.00 ft
Computed Headwater Elevt 782.52 ft
Inlet Control HW Elev. 782.44 ft
Outlet Control HW Elev. 782.52 ft
Headwater Depth/Height 0.90
Discharge 537 91 cfs
Tailwater Elevation 000 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
778,00 ft
181.00 ft
Downstream Invert
Constructed Slope
770 40 ft
0041989 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
S2
Steep
Supercritical
20.94 ftls
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1 28 ft
1 18 ft
282 ft
0003165 f 1ft
Section
Section Shape
Section Material
Section Size
Number Sections
Box
Concrete
10 x 5 ft
2
Mannings Coefficient
Span
Rise
0.013
10.00 It
5.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
782.52 ft
0.20
Upstream Velocity Head
Entrance Loss
1-41 ft
0.28 ft
Inlet Control Properties
Inlet Control HW Elev 78244 ft
Inlet Type 90" headwall w 45 bevels
K 049500
M 066700
C 003140
Y 082000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
100.0 ft'
10
2
2
Project Engineer- earl chomsbay(pmma1.com
c.1... lculvert master runstculvert o-13 check cvm CulvertMaster v10.3 [10 03 00.03]
06/10121 02:1 rjSt>a@Wey Systems, Incorporated Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

SEDCAD 4 for Windows
i]
iedmont Lithium Carolinas. Inc.
North Carotin
Storm water Management Plan
Worst Case Haul Road Ditch, Sediment Trap ST--13, and Culvert
C-14
Drainage Areas) 60, 61 and 76
Storm Event; 25 -Year/ 24-Hour
MM&A Project No. PLMO9
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename WORST CAST= HAUL ROAD DITCH 25 YR sc4 Printed 06-11-2021

SEDCAD 4 for Windows
f —,4ri ht toop .,)Mn m-i. I Srh—K
General information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 25 yr - 24 hr
Rainfall Depth: 6.240 inches
Filename WORST CASE HAUL ROAD DITCH 25 YR. sc4 Printed 06-11-2021

SEDCAD 4 for Windows
r,,., d, hr 1006t _anln 0-1. 1 C,H,.-I,
Structure Networking:
Type
Stru
#
(flows
Into)
Stru
#
Musk. K
(hrs)
Musk. X
Description
Null
#1
=_>
#3
0.000
0.000
DA-60
Null
#2
=_>
#3
0.000
0.000
DA-61
Null
#3
=_>
#4
0.000
0.000
DA-76
Null
#4
=_>
End
0.000
0.000
SEDIMENT DITCH DISCHARGE
#2
Null
1
#1
Null
4 #3
Null
#4
Null
Fdename WORST CASE HAUL_ ROAD DITCH 25 YR sc4 Printed 06-11-2021

SEDCAD 4 for Windows
r,,. -inh* ioau _omn o-s. I Gh—t,
Structure Summary:
Immediate
Total
peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(cfs)
(ac-ft)
#2
2.210
2.210
9.57
0.85
#1
1.620
1.620
7.02
0.63
#3
5.810
9.640
33.73
2.79
#4
0.000
9.640
33.73
2.79
Filename WORST CASE HAUL ROAD DITCH_25 YR sc4 Printed 06-11-2021

SEDCAD 4 for Windows
Structure Detail:
Structure #2 (Nulls
DA-61
Sgrl&yre. tt MNull�
DA-60
Structure #3 Null
DA-76
Structure #4 (Nulls
SEDIMENT DITCH DISCHARGE
Filename WORST CASE HAUL ROAD DITCH 25 YR sc4
Printed 05-11-2021

SEDCAD 4 for Windows
Pn...mh# t4on --)nin 0-1. 1 C�kr.nh
Subwatershed Hydrology Detail:
5tru
#
SWS
#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Musk X
Curve
Number
UHS
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#2
1
2.210
0.074
0.000
0.000
86.000
M
9.57
0.853
71
2.210
9.57
0.853
#1
1
1.620
0.061
0.000
0.000
86.000
M
7.02
0.625
71
1.620
7.02
0.625
#3
1
5.810
0.092
0.000
0.000
67.000
M
17.13
1.312
9.640
33.73
2.791
#4
9.640
33.73
2.791
Suhwatershed Time of Concentration Details:
Stru
SWS
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
#1
1
S. Nearly bare and untilled, and
7.00
11.06
158.00
2.640
0.016
alluvial valley fans
8, Large gullies, diversions, and low
4.20
37.29
888.00
6.140
0.040
Flowing streams
B. Large gullies, diversions, and low
3.00
3.30
110.00
5.190
0.005
flowing streams
#1
1
Time of Concentration:
0.061
#2
1
5. Nearly bare and untilled, and
1.00
0.39
39.50
1.000
0.010
alluvial valley fans
8. Large gullies, diversions, and low
4.42
64.39
1,457.00
6.300
0.064
flowing streams
#2
1
Time of Concentration:
0.074
#3
1
1. Forest with heavy ground litter
42.00
16.79
40.00
1.630
0.006
1. Forest with heavy ground litter
7.80
12.94
166.00
0.700
0.065
7. Paved area and small upland
10.00
50.20
502.00
6.360
0.021
gullies
#3
1
Time of Concentration:
0.092
Filename- WORST CASE HAUL ROAD DITCH 25 YR sc4 Printed O6-11-2021

SEDCAD 4 for Windows
/,nr K#iooA minP­P. i c,h­h
1
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
Storm water Management Plan
Road Ditche DA-65 and DA-64 Sediment Trap ST-4
Drainage Area(s). 64 and 65
Storm Event: 25 -Year/ 24-Hour
MM&A Project No, PLM09
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename: DA-64 25 YR sc4
Printed 06-11-2021

SEDCAD 4 for Windows
General Information
Storm Information:
Storm Type:
NRCS Type II
Design Storm:
25 yr - 24 hr
Rainfall Depth:
6.240 inches
Filename: DA-64 25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
loop -onin P*—.!. i Cnh •.aN
3
Structure Networking:
type 5tru
(flows
Stru
Musk. K Musk. X I Description
#
into)
#
(hrs) 111
Null #1
=_>
#2 1
0.000 0.000 DA-65
Null #2
End 1
0.000 0.000 DA-64 Sediment trap
Filename: DA-64_25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
Cnnurinhf 1oo8.Qnin P-s. i C�Muah
El
Structure Summary;
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
WS)
(ac-ft)
# 1 0.680
0.680
2.95
0.26
#2 3.630
4.310
14.10
1.40
Filename: DA-64_25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
f`nn.�rinhl 16GG -.3A11% 93-1, 1 Crh.•�o-h
Structure Detail:
Structure #1 Nub
DA-65
Structure #2 �Null�
DA-64 Sediment trap
5
Filename- DA-64 25 YA.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
Y`„�.irinhM 1 OWL.7nin P--I-� I ti-h.-h
Subwatershed Hydrology Detail:
5# 5#
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Curve
Musk X UH5
Number
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#1 1
0.680
0.048
0.000
0.000 86.000 M
2.95
0.262
0.680
2.95
0.262
#2 1
3.630
0.140
0.000
0.000 86.000 M
11.52
1.140
4.310
14.10
1.402
Subwatershed Time of Concentration Details:
SITU SWS Land Flow Condition Slope (%) Vert, Dist. Horiz. Dist. Velocity Time (hrs)
# # (ft) (ft) (fps)
#1 1 S. Nearly bare and unfilled, and 0.50 0.19 39.50 0.700 0.015
alluvial valley fans
B. Large gullies, diversions, and low 10.00 13.10 131.00 9.480 0,003
flowing streams
B. Large gullies, diversions, and low
flowing streams
#1 1 Time of Concentration:
#2 1 S. Nearly bare and unfilled, and
alluvial valley fans
S. Nearly bare and unfilled, and
alluvial valley fans
S. Nearly bare and unfilled, and
alluvial valley fans
S. Large gullies, diversions, and low
flowing streams
#2 1 Time of Concentration.
1.30 4.83 372.00 3.420
50.00
2.20
3.50
10.25
7.00
466.00
7.070
1.480
1.00
1.69
169.00
1.000
0.50
0.27
55.00
2.120
0.030 f
0.048
i
0.0001
0.087
0.046
10.007
0.140
6
Filename: DA-64-25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
r nra ..10 10CR .'Nl1A 12 r 61* 1 Qnh..nh
r 0 r = rr IN r r E0
n County, North Caroli
Storm water Management Plan
Road Ditches DA-67and Sediment Trap ST-6
Drainage Area(s): 67
Storm Event.• 25 -Year/ 24-Hour
MM&A Project No. PLM09
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Pilename bA-67 25 YR sc4 Printed 06-11-2021

SEDCAD 4 for Windows
f`n. "On Ht 1000 .!)AW 0-1. 1 CP11WOh
General Information
Storm Information:
Storm Type:
NRCS Type II
Design Storm:
25 yr - 24 hr
Rainfall Depth:
6.240 Inches
Filename- DA-67_25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
r—; tit iooa -omn ae..,eie i c�h-.h
N
Structure Networking:
Type Stru (Wows S� ask. K Musk. X I Description
NO #1 ==> End I 0.000 0.000 I DA-67
Null
Filename: DA-67 25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
r..,....,ti� iaoa _�2nin aa.,.vin i
4
Struicturie Summary:
Immediate
Total
Peak
Total
Contributing
ContributingArea
Discharge
RunoffArea
Volume
(ac)
(ac)
WS)
(ac-#t)
#1 3.230
3.230
13.99
1.25
Filename: DA-67 25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
11— ... 4nhi 1QQA-9RN10-1. 1 C�Muvh
Structure Detail:
Structure #1(Null�
DA-67
5
Rename: DA-67_25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
F'., —inht 1aa0 .9nin oamwls I Crh..�ah
6
Subwatershed Hydrology Detail:
Stru SWS
SWS Area
Time of
Musk K Curve
Peak
Runoff
Canc Musk X UHS
Discharge
Volume
# #
{ac}
(hrs) Number
(hrs)
(cfs)
(ac-ft)
#1 1
3.230
0.000 0.000 0.000 86.000 M
13.99
1.247
1
3.230
13.99
1.247
Subwatershed Time of Concentration Details:
Stru
SWS
Land Flow Condition
Slope {°/a)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
#1
1
S. Nearly bare and untilled, and
0.50
0.19
39.50
0.700
0.015
alluvial valley fans
8. Large gullies, diversions, and low
4.70
65.61
1,396.00
6.500
0.059
flowing streams
8. Large gullies, diversions, and low
3.00
3.60
120.00
5.190
0.006
flowing streams
#i
i
Time of Concentration:
0.080
Filename: DA-67_25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
+moo .7Mn 02—.1. 1 Crh..nh
1
Piedmont Lithium Carol
Storm water Management Plan
Haul Road Ditches DA-71 and DA-72, Sediment Trap ST-10 and
culvert C-10
Drainage Area(s): 71 and 72
Storm Event: ZS -Year/ 24-Hour
MM&A Project No. PLMOO
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Berkley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename DA-71 25 YR sc4
Printed 06-11-2021

SEDCAD 4 for Windows
C'— ... W'I IOQQ -onIn OP-1n i QM'. k
Genera/ Information
Storm information;
Storm Type:
NRCS Type II
Design Storm:
25 yr • 24 hr
Rainfall Depth:
6.240 inches
Filename: DA-71 25 YR.sc4 Printed 05-26-2021

SEDCAD 4 for Windows
r--;r hf loaA _9nin P—i. - crh—.K
i
Structure Networking:
Type S#
(flowto)
S#
I Musk.)K Musk. X Description
Null #1
=_>
#2
0.000 0.000 1 DA-72
Null #2
=_>
End
0.000 0.000 1 DA-71
Filename: OA-71_25 YR.sc4 Printed 05-26-2021

SEDCAD 4 for Windows
Pn. ,A. ki iGan -9nin Pamela I Cnhu.ah
Structure Summary;
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(0%)
(ac-ft)
#1 1.600
1.600
6.93
0.62
#2 1.620
3.220
13.95
1.24
Filename: DA-71 _25 YR.sc4 Printed 05-26-2021

SEDCAD 4 for Windows
el—,Anhe icon -,jnin ao..,ois I Crh—h
Structure Detail:
Structure #1lUull
DA-72
Structure #Z (Nulls
DA-71
5
Filename; DA-71_25 YR.sc4 Printed 05-26-2021

SEDCAD 4 for Windows
Subwatershed Hydrology Detail:
5tru SW5
# #
SWS Area
(ac)
Time of
Cane
(hrs)
Musk K
(hrs)
Musk X Curve UHS
Number
Peak
Discharge
(cl's)
Runoff
Volume
(ac-ft
#1 1
1.600
0.112
0.000
0.000 86.000 M
6.93
0.618
F,
1.600
6.93
0.618
#2 1
1.620
0.095
0.000
0.000 86.000 M
7.02
0.625
3.220
13.95
1.243
Subwatershed Time of Concentration Details:
Stru
SWS
Land Flow Condition
Slope (%)
Vert. Dist.
Woriz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
#1
1
S. Nearly bare and untilled, and
0.50
0.19
39.50
0.700
0.015
alluvial valley fans
8. Large gullies, diversions, and low
1.00
2.74
274.00
3.000
0.025
flowing streams
8. Large gullies, diversions, and low
flowing streams
1.20
9.35
780.00
3.280
0.066
8. Large gullies, diversions, and low
3.00
3.60
120.00
5.190
0.006
flowing streams
#1
1
Time of Concentration:
0.112
#2
1
S. Nearly bare and unfilled, and
0.50
0.19
39.50
0.700
0.015
alluvial valley fans
8. Large gullies, diversions, and low
5.90
20.23
343.00
7.280
0.013
flowing streams
8. Large gullies, diversions, and low
1.20
9.35
780.00
3,280
0.066
flawing streams
8. Large gullies, diversions, and low
4.70
1.17
25.00
6.500
0.001
flowing streams
#2
1
Time of Concentration:
0.095
Filename: DA-71 25 YR.sc4 Printed 05-26-2021

SEDCAD 4 for Windows
f`—"W'f 1000 .0nin 13-1. 1 C�hr4rah
it
Piedmont Lithium Carolinas, Inc.
unto, North Carotin
Storm water Management Plan
SEDIMENT TRAP 5T-1 1, ROAD CUL VERT C-1 Y
Drainage Area(s); 73 and 74
Storm Event: 25 - Year / 24-Hour
MM&A Project No. PLIT109
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename- DA-74 ROAD CULVERT_25 yr.sc4 Printed 05-28-2021

SEDCAD 4 for Windows
f —.H.h1 i00a .9nin P—i. I Crh—.K
General Information
Storm Information:
Storm Type:
NRCS Type II
Design Storm:
25 yr - 24 hr
Rainfall Depth:
6.240 Inches
Filename- DA-74 ROAD CULVERT 25 yr.sc4 Printed 05-28-2021

SEDCAD 4 for Windows
it-inh} 1 OOG .9mn P-i. i 4rhu.nh
3
Structure Networking:
kyle S#u
flows
S#tru
Musk K Musk. X I Description
into)
Vull #1
=_>
End
0.000 0.000 DA-74 ROAD CULVERT
Vull #2
=_>
#1
0.000 0.000 DA-73 ST 11
Filename: DA-74 ROAD CULVERT_25 yr.sc4 Printed 05-28-2021

SEDCAD 4 for Windows
(`nrnrrinhl 1onG.9nln P-1. 1 C�Mumh
Structure Summary;
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(cfs)
(ac-ft)
#2 1.820
1.820
7.88
0.70
#1 11.600
13.420
25.81
2.80
Filename: OA-74 ROAD CULVERT-25 yr.sc4 Printed 05-28-2021

SEDCAD 4 for Windows
Prwwrinhf iaoR -inin P-i. I Cnhu�ah
5
Structure Detail:
,structure #2 (Nulls
DA-73 ST-11
Structure #1 (Nulls
DA-74 ROAD CULVERT
Filename OA-74 HOAC CULVERT. 25 yr.sa4 Printed 05-28-2021

SEDCAD 4 for Windows
1'—,Onhl i°OQ. nin P-1. 1 Cnhwah
R
Subwatershed Hydrology Detail;
Stru SWS
# #
SWS Area
(ac)
Time of
Conc
(hrs)
Musk K
(hrs)
Curve Musk X UHS
Number
Peak
Discharge
(cfs)
Runoff
Volume
(ac-ft)
#2 1
1.820
0.063
0.000
0.000 86.000 M
7.88
0.703
7.
1.820
7.88
0.703
#1 1
11.600
0.265
0.000
0.000 67.000 M
20.12
2.099
1
13.420
25.81
2.802
Subwatershed Time of Concentration Details:
Stru
SWS
Land Flow Condition
Slope (°�}
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft)
(ft)
(fps)
#1
1
3. Short grass pasture
1.00
0.91
92.00
0.800
0.031
1. Forest with heavy ground litter
1.33
2.76
208.00
0.290
0.199
7. Paved area and small upland
gullies
5.38
32.44
603.00
4.660
0.035
#1
1
Time of Concentration:
0.265
#2
1
5. Nearly bare and untilled, and
0.50
0.19
39.50
0.700
0.015
alluvial valley fans
S. Large gullies, diversions, and low
flowing streams
2.16
16.39
759.00
4.400
0.047
8. Large gullies, diversions, and low
2.50
0.77
31.00
4.740
0.001
flowing streams
#2
1
Time of Concentration:
0.063
Filename. DA-74 ROAD CULVERT.25 yr_sc4 Printed 05-28-2021

SEDCAD 4 for Windows
/`.. —wo 14G4 AMn o—s. 1 C�h.wmh
I
Piedmon
Lithium Carolinas, Inc.
North Carolin;
Stormwater Management Plan
ROAD CUL VERT C-12
Drainage Area(s). 75
Storm Event. 25 - Year / 24-Hour
MM&A Project No. PLM09
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename: DA-75 ROAD CULVERT 25 yr.sc4 Printed 05-28-2021

SEDCAC 4 for Windows
f --inht 100A .9f11 n Pamnlw i R,M.nh
Genera/ Information
Storm Information:
Storm Type:
NRCS Type II
Design Storm:
25 yr - 24 hr
Rainfall Depth:
6.240 Inches
Filename: DA-75 ROAD CULVERT_25 yr,so4 Printed 05-21-2021

SEDCAD 4 for Windows
rnmrri,.h1 ioaa nn�n oamnla 1 trM+rah
Structure Networking:
Stru (flows Stru Musk, K
Tyler # Into) # (hrs) Musk, X Description
Null #1 ==> End 0.000 0.000 DA-75 ROAD CULVERT
Filename: DA-75 ROAD CULVERT_25 yr=4
3
Printed 05-21-2021

SEDCAD 4 for Windows
r—,,inhf loos-9nin P—i. i CrFn—h
A
Structure Summary:
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(rfs)
(ac-ft)
# 1 6.360
6.360
12.87
1.21
Filename: DA-75 ROAD CULVERT 25 yr_sc4 Printed 05-21-2021

SEDCAD 4 for Windows
rn -Ir-h4 100A -InIn P.—IP 1 CrN.,Mh
Structure Detail:
Structure#1
DA-75 ROAD CULVERT
Filename: DA-75 ROAD CULVERT 25 yr.so4 Printed 05-21-2021

SEDCAD 4 for Windows
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Suhwatershed Hydrology Detail:
5tru SW5
SWS Area
Time of Musk K Curve
Conc
Peak
Discharge
Runoff
Volume
# #
Musk X UHS
(ac)
(hrs) Number
(hrs)
(cfs)
(ac-ft)
#1 1
6.360
0.161 0.000 0.000 68.000 M
12.87
1.209
Y;
6.360
12.87
1.209
Subwatershed Time of Concentration Details:
Stru
SWS
Land plow Condition
Slope (°�) Vert. Dist. Horiz. Dist.
Velocity
Time (hrs)
#
#
(ft) (ft)
(fps)
#1
1
3. Short grass pasture
0.70 2.09 300.00
0.660
0.126
7. Paved area and small upland
7.10 48.77 687.00
5.360
0.035
gullies
#1
1
Time of Concentration:
0.161
Filename; DA-75 ROAD CULVERT 25 yr_5c4
6
Printed 05-21-2021

SEDCAD 4 for Windows
hnn..Rnh1 100A )Rill P-le I Gh..nh
1
iedmont Lithium Carolinas, Inc.
n County, North Carotin
Storm water Management Plan
Diversion Ditch DA-77
Drainage Area(s); 77
Storm Event; 25 -Year/ 24 Hour
MM&A Project No. PLM09
April, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename. DA-77 25 YR sc4
Printed 06-14-2021

SEDCAD 4 for Windows
!`n AMO 1000 JOMf1 Oamale I C..6..n1.
Genera/ Information
Storm Information. -
Storm Type:
NRCS Type II
Design Storm:
25 yr - 24 hr
Rainfall Depth:
6.240 inches
Filename DA-77_25 YR.sc4 Printed 06-14-2021

SEDCAD 4 for Windows
rm—inht 1aau _ 1n1 n Pamela I Crh—•n
Structure Networking;
Type
Stru (flows Stru
Musk. K
Musk. X
Description
# into) #
(hrs)
Null
#1 ==> End
0.000 0.000
DA•77
Filename DA-77 25 YR.sc4 Printed 06-14-2021

SEDCAD 4 for Windows
r,—Anh! loop _9MA Oar 1. 1 Ghu. h
4
Structure Summary;
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(ds)
(ac-ft)
#1 15.470
15.470
46.91
3.61
Piiename DA-77 25 YR.sc4
Prinked 06-14-2021

SSDCAD 4 for Windows
Y`nrw.rinhf tacA min P-p. I
Structure Detail:
Structure #1 Null}
DA-77
Filename; DA-77 25 YR.sc4 I Printed 06-14-2021

SEDCAD 4 for Windows
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Suhwatershed Hydrology Detail:
5tru SW5
SWS Area
Time of Musk K Curve
Cons Musk X UHS
Peak
Discharge
Runoff
Volume
# #
(ac)
(hrs) Number
(hrs)
(cfs)
(ac-ft)
#1 1
15.470
0.119 0.000 0.000 68.000 M
46.91
3.614
1
15.470
46.91
3.614
Suhwaterslied Time of Concentration Details:
Stru
SWS
Land Flow Condition
Slope (%) Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
ft)
(ft)
(fps)
#1
1
7. Paved area and small upland
4.13 64.26
1,556.00
4.090
0.105
gullies
8. Large gullies, diversions, and low
9.51 44.60
469.00
9.250
0.014
Flowing streams
#1
1
Time of Concentration:
0.119
Filename DA-77_25 YR sc4 Printed 06-14-2021

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CULVERT
SUMMARY
CULVERT
I.D.
DRAINAGE AREA
NUMBER
CONTRIBUTING
AREA (AC.)
DESIGN STORM
EVENT (YR)
DESIGN
FLOW (CFS)
CULVERT SIZE
(IN.)
CULVERT MATERIAL
C-1
5,6
26.35
25
75.73
2-36
CMP
C-2
51,52
5.30
25
6.80
18
CMP
C-3
45
7.04
25
27.56
48
CMP
C-4
40, 43, 44, 47
23.64
25
65.69
2-36
CMP
C-5
40,43
13.31
25
35.05
2-24
CMP
C-6
56
5.47
25
17.48
24
CMP
C-7
55, 57, 63
28.39
100
128.12
2 - 42
CMP
C-8
67
3.23
25
13.90
24
CMP
C-9
66
1.09
25
33.73
36
CMP
C-10
72
1.60
25
6.93
18
CMP
C-11
73,74
13.42
25
25.81
2-24
CMP
C-12
75
6.36
25
12.87
24
CMP
C-13
58, 59, 62, 75
278.85
100
537.91
2 - 60 x 120
CONCRETE BOX
C-14
60
1.62
25
7.02
18
CMP
C-15
80
0.58
25
33.73
36
CMP
C-16
62
0.65
25
2.82
12
CMP
C-17
4, 4a, 4b
16.28
25
35.63
2-36
CMP
C-18
90
3.96
1 25
1 13.61
1 24
CMP

C-1 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: PHASE 1 WASTE ROCK PILE 25 yr.sal)
CHART 2
160
—
10n0o
168
8.000
EXAMPLE
156
6,000
D = 36 inches (3 0 feet) 6
5.000
Q = 66 cis
r2�
144
4,000
HW' HW
5
6
(3)
132
U
3,000
W
Q (feet)
5
6
120
55
2,000
(1) 18 54
5
1L
(2) 21 83
4
108
Q
(3) 22 GA
3
4
tr
—
96
H
1,000
D in feet
3
U
D
800
3
84
Boo
Q = 75.73 CFS
Soo
0/2 = 37.865 CFS
2
rn
400
2
2
72
2
U
u-
300
O
z
L)
1 5
Z
Z
200
2
60
a
cn
1 5
15
H
54
tr
r
w
Er
100
W
r
48
Z
80
ZDU
.-�'
......
......
...
1.18•3.0'=3.54 HWD
U
u)S.
Q
_
HW -eNTF� 4CE ' ?
1.0
1.0
O
42
50
50
�.. SCAke TYPE �
lY
W
_
r48'"'••
(1) Headwall
1 0
I j
30
0
.9
33
(2) Mitered to
0.9
p
20
conform to slope Q
08
0 8
U
30
(3) Projecting
La4.]
0 8
�
27
10
tit
a
8
07
07
24
s
0 7
I—
to
5
To use scale (2) or (3) project
21
4
horizontally to scale (1). then
0.6
use straight inclined line through
0 6
3
D and 0 scales. or reverse as
0 6
18
illustrated
2
15
OS
OS
10
05
12
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 75.73 CFS, USE
2-36 INCH CMPS WITH 3.54' HWD
OR EQUIVALENT. PROVIDE MIN. 1 5
FT. COVER.

C-2 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: DA-51_25 yr.sc4)
CHART 2
180 — 10,000
168 8,000 EXAMPLE
158 6,000
5,000 D = 36 inches (3 0 feel) 6 Q = 66 (2)
144 cfs
4,000 5 6
132 U HW' HW (3)
3,000 w D (feet) 5 6
120 i-
5 2.000 (1) 1.8 5.4 5
108 a (2) 21 6.3 4
(3) 22 8.8 3 4
96 H 1,000 ' D in feet 3
77 .0 800 3
84 600 Q = 22.29 CFS
rn 500 2
400
T 72 rn 2 2
LL 300
Z_ (U
1.5
z z 200 Z
60
p C! v] 1 5 1.5
ix
54 0 H
w w 100 W
48 U 80
U r<1 a
w0 42 O 50 HW SCALE ENTRANCE . rt9--- 1.17.... -••--- 1 08' 2 Y i 2,70' HWD
f>( 40 D TYPE_,
w (1) -•'Headwall a- 1.0
W-09
36 30 O
Q 33 " (2) Mitered to 0 9
p +20 conform to slope Q 0.8
U (3) Projecting
aq 0.8
27 10 ltJ
8 = 0 7 0.7
Q 24 0.7
� a
5 To use scale (2) or (3) project
21 4 horizontally to scale (1). then
use straight inclined line through 0.6 0 6
3 D and Q scales, or reverse as 0.6
8 illustrated.
2
15 0.5 0.5
110 0.5
12 HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 22.29 CFS, USE
1-30 INCH CMPS WITH 2.70' HWD
OR EQUIVALENT. PROVIDE MIN. 10
FT. COVER.

C-3 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: PLANT AND ROM PAD 25 yr.sc4)
CHART 2
180 — 10,000
168 8,000 EXAMPLE I
156 76,000 1- 6
5,000 D = 36 inches (3 0 feet) 6 cfs (2)
144 Q = 66
4,000 5 6
132 U HW' HW (3)
W 3,000 D (feet) 5 6
120 h
55 2,000 (1) 18 54 5
4
108 Q (3) 2.2 6.6 3 4
96 1,000 " D in feet 3
U 800 3
M
84 600 Q = 27.56 CFS
to Soo 2
to 1400
y 72 to 2 2
U u` 300
Z U 1.5
? z 200 =
fi0 C7 u7 15 15
—54 W
ly 100 W
.•48 (a=.) 8060
a
LL 42 •�% 50 HW SCALE ENTRANCE Z 10 10
w D TYPE
40
W 10
(1) Headwall W
W 36 •• 30 p
Q 33 ••• • (2) Mitered to W 0.9
a 20 conform to slope Q
08 08
30 �%% (3) Projecting
.. ¢�¢ 0 8
27 10 •�• . LLi
8 ••••• Z 0 7 0 7
Z •••
24 •.•• 0 7
to 5 To use scale (2) or (3) ovct
21 4 horizontally to scale (1), theA.•
use straight inclined line through.•••• 0.B 0 6
3 D and Q scales, or reverse as 06
18 2 illustrated. .......................... 0.58' 4.0' = 2.32' HWt]
15 0.5 05
110 05
72 HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 27.56 CFS, USE
1.48 INCH CMPS WITH 2.32' HWD
OR EQUIVALENT. PROVIDE MIN.1.5
FT. COVER.

C-4 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME PLANT AND ROM PAD 25 yrsc4)
CHART 2
180
—
10,000
168
6,000
EXAMPLE
(
156
6,000
D = 36 riches ches (3 0 fee!) 6
0 = 66 cis
r21
1 I
14a
4,000
HW. HW
5
6
(3)
132
0
3,000
LU
D (feet)
5
6
120
~
2,000
(1) 1 B 5A
5
a
(2) 2.1 6.3
4
108
Q
(3) 22 6.6
3
4
IY
96
r
1,000
' D in feet
3
I]
800
3
84
Q=6569CFS
U)
500
Q = 32.845 CFS
2
N
72
aoo
2
2
to
U
300
p
15
_
z
Z
200
=
80
Q
U)
1 5
15
Ir
Ir
54
0 LU
H
w
Ix
100
W
J
48
=
80
Q
0
T
60
�
42
50
HW SCALE ENTRANCE z
1.0
10
p TYPE z
0t
40
..4i}.......tlErdQ 1�.........
......
......
1 0. 3.0' = 3,9' HWM
L~E!
...............
..30 ...... - �t1
:533
(2) Mitered to It
0 9
a
20
conform to slope Q
0 8
0 8
U
30
(3) Project ng
0 8
w
27
10
¢O
LLl
O
6
=
07
07
Q
24
6
0 7
�
5
To use scale (2) or (3) project
21
4
horizontally to scale (1), then
0 6
use straight inclined line through
0 6
3
D and Q scales, or reverse as
0 6
18
illustrated
2
15
05
05
10
05
12
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 65.69 CFS, USE
2-36 INCH CMPS WITH 3.0' HWD
OR EQUIVALENT. PROVIDE MIN_ 15
FT. COVER.

CULVERT C-4 SUMP DETAIL
Scale: 1" = 30'
G
26
w
E6C.
CULVERT C-4 DIVERSION DITCH
DA-47
o" NORMAL POOL EL. = 839 0 m
UMP
1S IN RIP RAP APRON BOTTOM EL. = 836 0
AROUND PIPE FOR
INLET PROTECTION
820 ego
0+00 0+20 0+40 0+60 0+80 1+00
CROSS SECTION A -A
Scale. 1" = 20'
960
96D
NORMAL POOL EL. = S39 0
a4o
"o
.L1
BOTTOM EL. = 836 0
820
820
0+00
0+20 0+40 0+60
CROSS SECTION B-B
Scale- 1" = 20'

C-5 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME; PLANT AND ROM PAD 25 yrsc4)
CHART 2
1 B0 — 10.000
16B B 000
15fi 6 000
5 000
144 4 000
132 U 3 000
W
120 ~
z 000
a
108
a
96 1.000
Boo
B4 600
500
U) 1400
w 72
V 300
Z Z 200
fi0 �
a
54 w
i7
Er 100
r 48 2 80
� U
L) fA so
0 42 50 HD SCALE
40 .•'
W 36 30 .•'•
O
30 •'•
6 (3)
d 01
27 10
Q 24
6
rn 5
21 4
3
1B
2
15
10
12
EXAMPLE
D = 36 inches (3.0 feet)
Q = 66 Lfs
HW' HW
D (feet)
(1) is 5.4
(2) 21 63
(3) 22 66
D in feet
0 = 35.05 CFS
W = 17.525 CFS
(1)
6 (2)
5
6 (3)
5
6
5
4
3
4
3
2
2 2
a
1.5
15 ,
••
.••��
a
•,
0
Z
1.0
,-'ENTRANCE
TYPE
Z
10
H
Headwall
a
W
O
Mitered to
conform to slope
Q
0.6
0 B
Projecting
a�
=
07
o7
To use scale (2) or (3) project
horizontally to scale (1). then
use straight inclined line through
D and Q scales or reverse as
i ustrated.
6
10
0.9
07
0.6
I 1 46 ' 2 0' = 2.92' HVVD I
L-05
05
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR 0 = 35.05 CFS, USE
2-24 INCH CMPS WITH 2.92' HWD
OR EQUIVALENT. PROVIDE MIN. 1.0
FT. COVER.

C-6 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME. DA-56 ROAD CULVERT 25 yr.scA)
CHART 2
180 — 10,000
168 8.000 EXAMPLE
(1}
156 6,000 D = 36 inches (3 0 feet) 6
5,000 p = 66 cfs (z)
144 4,000 5 6
132 0HW' HW (3}
3,000 t Ll D (feet) 5 6
120 ~
2.000 (1) 1.8 54 5
a (2) 2.1 63 4
108 Q (3) 2.2 66 3 4
a
96 1,000 • D in feet 3
C7 800 3
84 l'- gpp Q = 17.48 CFS
to 500 2
in 400
= 72 rn 2 2
Z_ LL U 300 O
1.5
Z z 200 =
60 G rn 15 15
o ,� • -
...-•- ------ --- t .as • z tr = x ea Hvuo
F- 54 COD�,.
w a 100
UQ 6p ••`••• 0
060
50 w SCALE •'•KTRANCE ? 10 10
It 40 D TYPE H 10
u] Headwall
2ED09
38.•.•...�•,. I
33 (2) Mitered to 0 9
p conform to slope Q D B 0 8
30 •'•• (3) Projecting
U ,•••`•• C3 0 8
a 27 10 l!}
¢O ••• g = 0 0 7
Z 24 0 7
F- B
5 To use scale (2) or (3) project
21 4 horizontally to scale (1), then
use straight inclined line through 0 6 0.6
3 D and 0 scales, or reverse as 0 6
18 illustrated.
2
i5 0.5 05
1.0 0 5
12 HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 17.48 CFS, USE
1-24 INCH CMPS WITH 2.90' HWD
OR EQUIVALENT. PROVIDE MIN. 1 0
FT. COVER,

C-7 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: DA-63_100 yr.sc4)
CHART 2
180
10,000
168
Z 8,000 EXAMPLE
156
6,000 D = 36 inches (3.0 feet)
6
5,000 Q = 66 cfs
(2)
144
4,000
* HW
5
6
(3)
132
(0)HW
3,000
w
D (feet)
5
6
120
Q
�
2,000 (1) 1.8 5.4
5
D-
(2) 2.1 6.3
4
108
(3) 2.2 6.6
3
4
96
1,000 D in feet
3
U
D
800
3
84
600 Q = 128.12 CFS
1400
500 Q/2 = 64.06 CFS
2
w
2
72
(n
2
Z_
300
p
U
1.5
Z
Z
200
=
-60
0
1.5
1.5
1---
54
w
w
.................
.....
w
<Y
100 ..�•
1.3'3.5'=4.55'HWD
-J
48
2
80
Q
D
U
•.. ,...
U....(0
LL
42 �••
p
-• 60
HW ENTRANCE
Z 1.0
1.0
50 p SCALE TYPE
2
0f
40
1--
1.0
Lu
(1) Headwall
w
0.9
w
36
30
p
Q
33
(2) Mitered to
of
w
0.9
Q
20 conform to slope
Q 0 g
0.8
30
(3) Projecting
U
0
0.8
0f
27
10
W
8
= 0.7
0.7
Q
24
6
0.7
I-
Cl)
5 To use scale (2) or (3) project
21
4 horizontally to scale (1), then
0.6
use straight inclined line through
0.6
3 D and Q scales, or reverse as
0.6
18
illustrated.
2
15
0.5
0.5
1.0
0.5
12
HEADWATER DEPTH
FOR
C.M. PIPE
CULVERTS
WITH INLET CONTROL
FOR Q = 128.12 CFS, USE
2-42 INCH CMPS WITH 4.55' HWD
OR EQUIVALENT. PROVIDE MIN. 1.75
FT. COVER.

C-8 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: DA-67 25 yrsc4)
CHART 2
180 — 10,U00
168 8,000 EXAMPLE / 1
156 6,000 — `
5,00D p = 36 inches (3 0 feet) 6 l2/
144 0 = 66 cts
4,000 $ 6
132 0 HW • HW (3)
W 3,000 b (feet) 5 6
120
55 2,000 (1) 18 54 5
tL (2) 21 63 4
108 ¢ (3) 2.2 66 3 4
rr
96 7) 1,000 ' D in feet 3
77
800 3
64 600 Q =13.99 CFS
500 2
U) aaa
z 72 to 2 2
U u- 300 0
Z U 1.5
z Z 200 =
60 Ci S 5 1 5
a 54 C� H
J 48 T 8o
...... ...............
U u •p•117'2.0'=2.3a'HWD
p 42 5a HW SCALE ENTRANCE Z 1.0 1.0
0 4o C Type.-.--
W (1) ••il8adwall IL10
W 36 30
.••''t�) ••• Mitered to
33 09
p 20 conform to slope ¢ 0 g
0.8
30
d (3) Projecting 0 6
27 10
0 6 0 7 0.7
'24 0 7
� 6
5 To use scale (2) or (3) project
21 4 horizontally to scale (1), then
use straight inclined fine through o.6 0.6
3 D and 0 scales, or reverse as 06
16 illustrated.
2
15 L 0.5 0 $
1.0 D 5
12 HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 13.99 CFS, USE
1-24 INCH CMPS WITH 2.34' HWD
OR EQUIVALENT, PROVIDE MIN. 1 0
FT. COVER.

C-9 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: PLANT AND ROM PAD 25 yr.sca)
BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH
CHART 2
180
z10 000
168
8.000
EXAMPLE
155
6.000
p = 36!nehes (3 0 feet) 5
5 000
Q = 66 cfs
(2)
144
4.000
5
HW
6
(3)
132
C.)HW'
3.000
w
D (feet)
5 6
120
E-
2000
(1) 18 54
5
a
(2) 21 63
4
108
Q
(3) 22 66 3
4
7—
96
:3
1.000
' D in feet
3
U
Boo
L3
64
600
Q = 33 73 CFS
fn
50o
2
to
400
2
T
72
(D
2
U
It
300
O
Z
L)
1.5
z
z
200
O
60
Cvi
U)
15 15
1--
54
(1
iw-
w
m
100
W
J
48
Z
8o
Z)
U
L)
N
a
w
p
42
p
60
50
HW ENTRANCE ? 1.0
SCALE
10
D _
,,,,,,•_, ••"•' 1,05.3.0' m 3,15 HV4d
40
._ .._._._..
- •Headwall
t.0
w
'•
...........(1}
•30
__
iL
w
LLJ
-SlS"••
Q
33
(2) Mitered to W
0.9
p
20
conform to slope Q 0$
0 8
108
U
30
(3) Projecting
Laq]
27
10
111
8
= 0 7
.3 r
24
6
u_
H
5
To use scale (2) or (3) profect
21
4
horizontally to scale (1), then 0.6
use straight inclined line through
0 6
3
D and 0 scales, or reverse as
0.6
18
illustrated.
2
15
05
05
10
05
12
HEADWATER DEPTH
FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 33.73 CFS, USE
1-36 INCH CMPS WITH 3.15' HWD
OR EQUIVALENT. PROVIDE MIN 1 5
FT. COVER

C-10 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME DA•71, 25 yr.sc4)
CHART 2
180 — 10 000
188 8 000 EXAMPLE
156 6 ODD
5.000 D = 36 riches (3 0 feet) 6 144 (2)
Q = 66 cfs
4.00D 5 6
c> HW' HW (3)
132
3 000 D (feet) 5 6
120
5S 2000 (1) 18 54 5
11 (2) 21 63 4
108 Q (3) 22 66 3 4
96 1 000 ' D n feet 3
U 800
64 H fi00 Q = 6 93 CFS
rn 500 2
to 400
y 72 rn 2 2
U LL 300 n
Z U 1.5
Z Z 200 M
60 C7 In 15 15
54 C7
LU it 100 w
48 = 80 ......•• ••••••••• •••••• 1 19 ' 2 0' = 2.38' HWD
U UU7 60
u_ 42 50 HW SCALE ENTRANCE •.•'• Z 1 0 1.0
O D TYPE....-
tY 40 1 0
H (1) Heagyrall 0,
LL] 36 30 .••+'• in
.•••Mitered to x 09
33LU 20 conform to slope ¢ 08 0.8
30 •,.•=3) Projecting
0 •.• Q 0 8
27 10 ul
Q g: ` 0.7 0. r
Z 24 •�, `•
w 5 To use scale (2) or (3) project
21 ,.� 4 horizontally to scale (1) then
+�..•• 0.5
use straight inclined line through 0.8
3 D and Q scales, or reverse as 06
18 illustrated
2
15 05
0.5
10 05
12 HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 6.93 CFS, USE
1-18 INCH CMPS WITH 2.38' HWD
OR EQUIVALENT. PROVIDE MIN 10
FT. COVER.

C-11 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: DA-74 ROAD CULVERT_25 yr.sc4)
CHART 2
tea
—
10,000
15B
8,000
EXAMPLE f
11
156
5,000
5,000
D = 36 inches (3 0 feet)
6
(2)
144
4,000
0 = 66 ds
5 6
132
C3
3,000
HW" HW
(3)
W
D (feet)
5 5
120
~
2,000
(1) 1.B 54
5
a
(2) 2.1 63
4
108
Q
(3) 2,2 66
3 4
96
H
1,000
• D in feet
3
U
800
3
84
a = 25.81 CFS
500
012 = 12.905 CFS
2
U)
=
72
400
2 2
(n
300
Q
Z_
U
15
Z
80
z
200
O
fA
15 15
W
W
cc
100
LLJ
J
48
=
80
a
U
-60
0
42
_)
50
HW SCALE ENTRANCE
7tr'---'i'd'--- ------ 1 09.2.0 . 2 18' HWI3
D TYPE
a
W
40
�,,.•'
(1) Heat�yyalf••••• CL
1.0
W
36
730
��,.• Q
Q
33
Mitered to LLt!
09
p
20
•t•••••••
,..'' conform to slope Q
0 g os
U
30
'•�••
(3) Projecting
08
w
27
•••••
10
aQa
LD
<
..•.•
8
=
0 7 07
Q
•24
fi
0 7
�
21
5
To use sca a (2) or (3) project
4
horizontally to scale (1). then
0 5
use straight inclined line through
0 6
3
D and 0 scales, or reverse as
0A
18
Ilustrated
2
15
05 05
10
05
12
HEADWATER
DEPTH FOR
C.M. PIPE
CULVERTS
WITH INLET
CONTROL
FOR 0 = 25.81 CFS, USE
2-24 INCH CMPS WITH 2 18' HWD
OR EQUIVALENT. PROVIDE MIN, 10
FT. COVER.

C-12 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME. DA-75 ROAD CULVERT 25 yr.504)
CHART 2
180 - 10.000
me 8 000 EXAMPLE
156 6 000 D = 36 inches (3 0 feet) 6
5 000 = 66 ds (2)
144 4 OQO 5 6
132 C7 HW' HW {3)
3 000 p (feet) 5 6
W
120 ~
2,000 (1) 1.8 5.4 5
fZ (2) 2.1 6.3 4
108 —1
Q (3) 22 6.6 3 4
ix
96 1,OD0 ' D In feet 3
L) 800 3
84 h fi00 Q = 12 87 CFS
1500 2
rn 400
LU = 72 co 2 2
U LL 300
Z C.) 1.5
Z Z 200 ?
60 u, y 15 15
ir
—54 W w
7 Q 100 w
48 U 80 d
L) fA60
a
tL 42 50 HW SCALE ENTRANCE • 'Yff--- "i.p'"" ----- 1.09.2 0' = 2 1B HU4D
D TYPE •"• _
w 40 ''•��• 10
(1) Headweff w 09
W 36 30 ••' p
Q 33 ,(,Z1• Mitered to 0 9
Q 20 .. conform to slope Q 0 g
30 0.8
L) (3) Project Oa 0 B
••",.
C3 27 10 W
0 ,•••" 8 0.7 0 7
Z "24 • 0 7
� 6
W 5 To use scale (2) or (3) project
21 4 horizontally to scale (1), then
use straight inclined line through 0 6 0 6
3 D and Q scales, or reverse as 06
18 illustrated.
2
15 05 0$
110 O5
12 HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 12.87 CFS, USE
1-24 INCH CMPS WITH 2 18' HWD
OR EQUIVALENT. PROVIDE MIN. 1 0
FT. COVER.

C-14 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: WORST CASE ROAD DITCH_25 yr.sc4)
CHART 2
180
_
10,000
168
8,000
EXAMPLE
156
6,000
5,000
D = 36 inches (3.0 feet)
Q = 66 ds
B
(Z)
144
4,000
5
6
132
U
3,000
HW' HW
(3)
tL
D (feet)
5 6
120 ~
2,000
(1) 18 5.4
5
(2) 2.1 63
4
10B
J
(3) 2.2 6.6
L3
4
96
D
1,000
' D in feet
3
84
U
Ix
Boo
600
50o
4 = 7.02 CFS
2
3
U3LU
72
a°°
2 2
T
U)
300
15
Z_
U
Z
Z
200
=
60
d
U)
15 15
54
w
LU
w
cr
100
w
--------
--------- -"--" 1.20.1 B' = 1 92' H44D
J48
= 80-
p
U
O
42
0120
60
50
HW ENTRANCE .•' •••z
SCALE
1 0
1 0
D TYPE ; '•, _
Ix
LU
40
•'
(1) Hea0w'allLIJ
1 0
L~!!
36 30
p
0 y
Q
33
••.•
(2) ,••Mitered to w
09
••.• conform to slope Q
0 8
08
10.8
30
Projecting
�•013)
27
10 .•'�• ls!
p
,.6•�•
Z
0 7
0 7
24
,•.•'
B
0 7
uI
•.•
5
To use scale (2) or (3) protect
21
�.••
4
horizontally to scale (1) then
° 6
use straight inclined line through
06
•�•,•'•
3
D and 0 scales, or reverse as
o 6
•� 18
illustrated
2
110
15
05
05
05
12
HEADWATER
DEPTH
FOR
C.M. PIPE
CULVERTS
WITH INLET
CONTROL
FOR O = 7.02 CFS, USE
1-18 INCH CMPS WITH 1.92' HWD
OR EQUIVALENT PROVIDE MIN. 10
FT. COVER.

C-15 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: WORST CASE HAUL ROAD DITCH 25 yr.scA)
BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH
CHART 2
180
—
10,000
768
8,000
EXAMPLE /
1-
1
156
6,000
5,000
D = 36 Indies (3 a feel)
= 66
6 2�
144
4.000
Q cfs
1 1
HW' HW
5 6
(3)
132
U
w
3,Oo0
D (feet)
5 6
120
~
2,000
(1) 18 5.4
5
d
(2) 2.1 6-3
4
108
J
(3) 22 6.6
3 q
96
h
1,000
' D in feet
3
U
eoo
3
84
�
600
Q = 33 73 CFS
Cn
Soo
2
fn
z
72
400
2 2
to
300
O
Z
U
1.5
z
Z
200
=_
60
Cf
N
15 15
aLLJ
54
0
H
w
0:
100
w
J
48
z
80
a
U
�
-60
LL
0
42
Q
50
HW SCALE ENTRANCE ?
1.0 10
'3
or
40
D �.....................
TYPE •-----...._
-
•.... 105 0' = 3 15' H44D
w................
---- - 0) + Headwall W
10
0
W"3tr.................
30
p
Q
33
(2) Mitered to W
09
p
2D
conform to slope Q
08 0 8
U
30
(3) Projecting
�08
p0a
Cx
a
27
10
W
d
8
C7
24
6
o 7
rn
5
To use scale (2) or (3) project
21
4
horizontally to scale (1), then
0 8
use straight inclined line through
n 6
3
D and Q scales, or reverse as
p E
18
illustrated
2
15
110
05
05
d5
12
HEADWATER
DEPTH FOR
C.M. PIPE
CULVERTS
WITH INLET
CONTROL
FOR Q = 33.73 CFS, USE
1-36 INCH CMPS WITH 3.15' HWD
OR EQUIVALENT. PROVIDE MIN. 1 5
FT. COVER.

CHART 2
1B0 —
16B
156
144
132 U
W
120
a
108 J
95 D
F--
U
84
to
w 72
x
U
Z
z
60
a 54
uu
J 48
U
LL
O 42
LLJ
W'35 •••
33
30
U
❑ 27
d
Q 24
H
rn
21
18
15
12
C-16 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME WORST CASE HAUL ROAD DITCH 25 yr.sc4)
BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH
10000
8.000 EXAMPLE
6.000 D = 36 inches (3 0 feet) 6
5.000 0=66cs Ili
4, 000
HW• HW 5 6 (3)
3,000 D (feet) 5 6
2,000 (1) is 54 5
(2) 2.1 63 4
(3) 22 66 3 4
1_0oo • D in feel 3
Boo 3
600 0 = 33.73 CFS
2
500
400
rn 2 2
ILL 300
U 15
Z 200
N 15 15
LU
rY
ix 100 W
Y 80 Q
L) FS
W 6o
A 50 HW SCALE ENTRANCE ? 1.0 10
D TYPE.... ...3!. ""' """ •... 1 05.3 0' = 3 IN HWD
40 _ (;). Headwall W 0 9 1 D
30 p
20 (2) Mitered to W 0 9
conform to slope ¢ 0.8 08
(3) Projecting
a 0.B
10 L!J
6 T 07 07
6 07
5 To use scale (2) or (3) project
4 horizontally to scale (1) then
D 6
use straight inclined line through 0 6
3 D and Q scales, or reverse as 06
iF ustrated
2
DS O5
1.0 Los
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 33.73 CFS, USE
1-36 INCH CMP WITH 315' HWD
OR EQUIVALENT. PROVIDE MIN 1 5
FT. COVER.

CHART 2
180 --w-
1 fib
158
t44
132 U
w
120
IL
108 J
9B �
U
0
84
U)
N
w 7z
M:
U
Z_
Z
60
1— 54
or
w
J 48
L)
LL 42
O
w
w
w136_.._..
Q 33
30
U
O 27
0
24
H
E0
21
16
15
12
C-17 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME. PHASE 1 WASTE ROCK PILE_25 yr.5c4)
10 000
8 coo
EXAMPLE
6 000
D = 36 inches (3 0 feet)
5 000
0 = 66 cfs
4 000
HW- HW
3 000
D (feet)
2000
(1) 1.8 54
(2) 21 63
(3) 2.2 66
1 000
Boo
800
500
Q
a00
LL
300
U
Z
200
O_
w
a
tY
100
i
80
U
to
80
❑
50 D
SCALE
40
(1)
30
(2)
20
(3)
10
B
s
5
4
3
2
D in feet
Q = 71 26 CFS
12 = 35 63 CFS
(1)
s
(2)
5
fi
(3)
5
6
5
4
3
4
3
3
2
z
2
0
15
to
15
15
w
H
w
Q
O
ENTRANCE„_...•Z-
_TV---------------------
1.08.3.0 = 3.24' HVYD
Headwall
10
w
Mitered to W
0 9
conform to slope Q
Projecting A
0 8
08
0.8
a❑
W
=
07
07
To use scale (2) or (3) project
horizontally to scale (1). then
use straight inclined line through
D and 0 scales, or reverse as
illustrated
06
c?
06
-- L— OS
10 os
HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 71.26 CFS, USE
2-36 INCH CMPS WITH 3 24' HWD
OR EQUIVALENT. PROVIDE MIN. 1 5
FT. COVER.

C-18 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME: EMULSION STORAGE AND TRUCK PARKING AREA_25 yr sc4)
CHART 2
180 — 10,000
168 8,000 EXAMPLE
156 6.000 D = 36 inches (3.0 feet) 1 6
5,000 Q =fib cfs (2)
144 4,000 5 6
132 U HW" HW (3)
3,000
w D (feet) 5 6
120 ~
2,000 (1) 16 54 5
0. (2) 2.1 63 4
108 ¢ (3) 2,2 56 3 4
tY
g6 1,000 • D in feet 3
U 800 3
64 a Goo O = 13.61 CF5
CO 500 2
400
LU = 72 U 2
2
Z_ U. U 300
15
Z Z 200 =
fi0 C7 U) 5 15
tY
W W 54 0 H
w IY 100 W
J 48 z 8a Q
D U
UtJ] 60 •'••••.. •••••• •••••• 1.22.0' = 2Ar HVVD
LL 42 O 50 HW SCALE ENTRANCE -•'� 10 —1
0
D TYPE
0 40 ••• _
W (1) hl¢3div2it IL 1 0
W 36 30 ••.•' LU .9
Q 33 20 .•.`'•Ftr•••• Mitered to w 09
p conform to slope 1--0 8 0.8
30 ,.••• (3) Projecting 7y
U O o8
0
� 27 ,..••' 10
0 8 3:07 07
24 6 0 7
�
W 5 To use scale (2) or (3) project
21 4 horizontally to scale (1), then
use straight inclined line through 0 6 0 6
3 D and 0 scales, or reverse as 06
18 -Ilustrated.
2
15 05 OS
10 05
12 HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q = 13.61 CFS, USE
1-24 INCH CMP WITH 2.40' HWD
OR EQUIVALENT. PROVIDE MIN. 1.0
FT. COVER.

6
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J_
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NORMAL POOL EL.=
50% CLEANOLIT EL. _
840
840
B Existing Grade
y 820 820
_ Proposed Spillway
FLOODP IN (See Detail Thls Sheet)
X BOTTOM EL. = 792.0
B
800
798.0 800
During Mining Grade)
Bottom El. = 792.0
50% Cleanout El. = 793.97
780 780
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00
SPILLWAY CROSS SECTION A -A
CONTROL SECTION
DETAIL THIS SHEET)PF Scale: 1" = 30'
7,
1,.
A
a
Scale in Feet
50 0 50 100 798.00
J
!n
O 795.00
N
W
792.00
0.00
Required Capacity = 13,482 c.f.
Designed Capacity = 43,661 c.f.
Required Area = 15,795 s.f. (Based on 36.31cfs x 435 s.f.)
Designed Area = 15,863 s.f.
Water Elev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F.
792.0 0.00 0.0 0.0 0.0
0.24
10359.9
793.0 0.24 394.4 10648.2 79653.9
0.26
11259.6
794.0 0.51 822.2 22198.3 166054.7
0.28
12157.1
795.0 0.80 1283.5 34653.7 259227.6
0.30
13078.2
795.7 1.00 1617.1 43661.2 326608.6
0.31
13552.8
820
800
Existing Gra
al Pool EI. _
820
Crest El. = 798.0 800
I
50% Cleanout El. = 793.97 Bottom El. = 792.0
During Mining Grade
780 780
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20
CROSS SECTION B-B
Scale: 1" = 30'
Stage Storage Curve
ST-1
PRINC.SE
ER. -It 17.5.681
CLI
OUT 1EVE1(]93.8])
,PO STRUCTURE
18.00)
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
0.60
1.20
1.80
Accumulative
Storage
(Acre -Ft)
Storage volume wmputationa
ST-1
ELEV.
Nwth
LENGTH
AREA
AVG.
INTERVAL STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(,,ft)
STORAGE
INTERVAL
(ac)
(-ft)
(ft)
]92.00
N/A
N/A
0.23]B
-
- - -
-
- -
- -
]93.00
N/A
N/A
0.2585
0.2482
1.00
0.2444
0.2444
1.to
]93.8]
N/A
N/A
0.2]85
0.2685
0.8]
0.2610
0.5055
1.97
]94.on
N/A
N/A
0.2]81
0.2688
0.03
0.0041
0.5086
2.00
]95.00
N/A
N/A
0.3002
0.289]
1.00
0.2859
0.]955
3.00
]8568
N/A
N/A
0.3150
0.30]6
0.68
0.2082
1.004]
3.68
796.00
N/A
N/A
0.3219
0.3110
0.32
0.0981
1.11
4.00
]9].00
N/A
N/A
0.3441
0.3330
1.00
0.3281
1.4319
5.00
]98.00
N/A
N/A
0.3632
0.3536
1.00
0.3518
1.]83]
6.00
N.T.S.
zs.za n. 1� onm
1 1un.
2
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 25.88
Area of Wetted Cross Section: 29.77
Channel Slope: 0.1000
Manning's n of Channel: 0.0423
Discharge: 36.31 cfs
Depth of Flow: 1.32 feet
Velocity: 1.22 fps
Channel Lining: 18 inch Rock Rip -Rap
Freeboard: 1.00 feet
ST-1 SEDIMENT
TRAP DETAILS

Zgelll-
NORMAL POOL EL. = 859.68i0% CLEANOLIT EL. = 858.74//B �
X BOTTOM EL. = 856.0
880
Proposed Spillway
ee Detail Thls Sheet)
Grade
880
860 ormaMIEEL 859.68 860
-----------------Bo856.0
During Mining Grade 50%Cleanout EI. = 858.74
840 840
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
CROSS SECTION A -A
Scale: 1" = 30'
880
Existing Grade
880
Crest El. = 862.0
. 860 � � „Norm 860
� al Pool,_EI „ 85_9,.68_„_,
21
Bottom EL = 856.0
During Mining Grade 50% Cleanout El. = 858.74
840 840
0+00 0+20 0+40 0+60 0+80 1+00
j% SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAIL THIS SHEET)
Scale in Feet 862.00
30 0 30 60
Required Capacity = 4,482 c.f.
Designed Capacity = 10,055 c.f.
Required Area = 4,637 s.f. (Based on 10.66 cfs x 435 s.f.)
Designed Area = 4,819 s.f.
Water Elev Storage Acre Ft Storage CY Storage CIF Storage GALLON Area Acres Area S.F.
856.0 0.00
0.0 0.0
0.0
0.05
1997.7
857.0 0.05
78.8 2127.8
15917.1
0.06
2424.2
858.0 0.11
173.7 4689.9
35082.8
0.07
2872.0
859.0 0.18
285.5 7708.3
57662.3
0.08
3349.5
859.7 0.23
371.7 10035.7
75071.9
0.08
3584.2
Stage Storage Curve
ST-2
OF) STRUCTURE
TOP2.
(88 00
PRINC. B EMER SPILLWAY (859.
8)
CLEAN
OUT LEVEL (858.14)
856.00
0.00
0.20
0.40
0.6(
Accumulative
Storage (Acre -Ft)
Storage volume-putations
$T-2
ELEv.
Wirth
LENGTH
AREA
AVG. INTERVAL STORAGE
ACC.
STAGE
(R)
(R)
(R)
(ac)
AREA (R)
(-ft)
STORAGE
INTERVAL
856.00
N/A
N/A
0.0459
85].00
N/A
N/A
0.015]
0.0508 1.no
0.0488
0.o488
1.on
858.00
N/A
N/A
0.0659
oN08 1.00
0.0588
0.1077
2.00
858
N/A
N/A
0.00]3
00.4
0,0514
0,1591
2.1
859.4
N/A
N/A
068
0.
0713 0.26
0.0178
0.1770
3.0000
Mks
N/A
/A
0M07 0.68
0.0549
0.2318
3.0
860.00
N/A
N/A
0.0883
0.0825 0.32
0.0255
0.25)3
4.00
861.00
N/A
N/A
0.1003
0.0143 1.00
0.0921
0.3494
5.00
862.00
N/A
N/A
0.1106
0.1054 1.00
0.1045
0.4539
6.00
CROSS SECTION B-B
Scale: 1" = 30'
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
N T.S.
III
1
1.32 fl.
2
20 0a fl.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 25.88
Area of Wetted Cross Section: 29.77
Channel Slope: 0.1000
Manning's n of Channel: 0.0423
Discharge: cfs
Depth of Flow: 1.32 feel
S T 2 SEDIMENT
Velocity: 1.22 22 fp fps
�
Channel Lining: inch Rock Rip -Rap
Freeboard: 1.00 feet
feet
TRAP DETAILS

50% CLEANOUT EL. = 831.08
F DITCH E
A
\-NORMAL POOL EL. = 832.
X BOTTOM EL. = 829.0 g5�
B��
SPILLWAY
-LEVEL CONTROL SECTION
SE DETAIL THIS SHEET)
J
+G�
Scale in Feet
30 0 30 60
Required Capacity = 7,758 c.f.
Designed Capacity = 13,343 c.f.
Required Area = 6,134 s.f. (Based on 14.10 cfs x 435 s.f.)
Designed Area = 6,134 s.f.
Water Elev Storage Acre Ft Storage CY Storage CIF Storage GALLON Area Acres Area S.F.
829.0 0.00 0.0 0.0 0.0
0.07
2888.8
830.0 0.07 112.6 3040.7 22745.8
0.08
3391.4
831.0 0.15 244.1 6591.5 49307.8
0.09
3912.3
832.0 0.24 395.2 10671.5 79828.5
0.10
4462.5
832.7 0.32 509.0 13743.1 102805.8
0.11
4729.5
835.00
J
O 832.00
N
W
829.00
0.00
Stage Storage Curve
ST-4
STRUCTURE
(835.50)
�­csER SPILLWAY (832.68)
CLEAN OUT LEVE
(831.08)
0.30
0.60
0.90
Accumulative Storage
(Acre -Ft)
Storage
volume compu08ona
ST,
ELEv.
Wift
LENGTH
AREA
AVG.
INTERVAL STORAGE
ACC.
STAGE
(ft)
(ft)
(fl)
(ac)
AREA
(R)
(,aft)
STORAGE
INTERVAL
(ac)
(aaft)
(R)
829.00
N/A
N/A
0.0663
830.00
N/A
N/A
0.0])9
0.0]21
1.00
0.0698
0.0698
1.00
831.00
N/A
N/A
0.0898
0.0839
1.00
0.0815
0.1513
2.00
831.08
N/A
N/A
0.0908
0.0903
0.08
0.0011
0.1585
2.08
832.00
N/A
N/A
0.1024
0.0961
0.92
0.0865
0.2450
3.00
832.68
N/A
N/A
0.1112
0.1068
0.68
0.0,
0.3116
3.68
833.00
N/A
N/A
0.1154
0.1089
0.32
0.0338
0.3514
4.00
834.00
N/A
N/A
0.1291
0.1222
1.00
0.1197
0.4]11
5.00
835.00
N/A
N/A
0.140]
0.1349
1.00
0.1339
0.6.9
6.00
860
860 860
Grade
(See
840 - 840
Normal Pool El. = 832.68
Bottom EI. = 829.0
820 50% Cleanout El. = 831.08 Du Ling Mining Grade 820
0+00 0+20 0+40 0+60 0+80 1+00 1+20
CROSS SECTION A -A
o Grade
Scale: 1" = 30'
Road Ditch
840 840
Crest El. = 835.0
Normal Pool El. 8532.68
Bottom El. = 829.0 509%. Cleanout El. = 831.08
820 During Mining Grade 820
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
CROSS SECTION B-B
860
Scale: 1" = 30'
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
NTS
292E iL �boeN
1
1.32 ft.
2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 25.88
Area of Wetted Cross Section: 29.77
Channel Slope: 0.1000
Manning's n of Channel: 0.0423
Discharge: 36.31 cfs
Depth of Flow: 1.32 feet
Velocity: 1.22 fps
Channel Lining: inch Rock Rip -Rap
Freeboard: 1.00 feet
feet
S T� 4 SEDIMENT
TRAP
DETAILS

SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAIL THIS SHEET)
___
CLEANOUT EL. = 826.04
POOL EL. = 827.6
0
M
h
X BOTTOM EL. = 824.0
k
Scale in Feet
40 0 40 80
J
O
W
Required Capacity = 6,948 c.f.
Designed Capacity = 19,197 c.f.
Required Area = 7,952 s.f. (Based
on 18.28 cfs x 435 s.f.)
Designed Area = 7,975 s.f.
Water Elev Storage Acre Ft Storage
CY Storage CIF Storage GALLON Area Acres Area S.F.
824.0 0.00
0.0 0.0
0.0
0.10
4213.0
825.0 0.10
162.7 4394.1
32870.4
0.11
4800.3
826.0 0.22
347.8 9391.9
70256.2
0.12
5417.6
827.0 0.34
555.7 15005.0
112244.8
0.14
6052.4
827.7 0.44
711.0 19197.
143606.0
0.15
6369.2
Stage Storage Curve
ST-5
TOP OF STRUCTURE
Z630.0l
PRINC.&EMERRSPILL-A
ZUEANLEV
L (856.04)
824.00
0.00
0.40
0.80
1.20
Accumulative
Storage (Acre -Ft)
Storage Volume computeGons
ST-5
ELEV.
Wtlth LENGTH AREA
AVG. INTERVAL STORAGE
ACC.
STAGE
Oft)
00 00 (ac)
AREA (ft)
(aaft)
STORAGE
INTERVAL
(ac)
(­ft)
(ft)
82 00
NIA NIA 0.0967
825.00
NIA NIA 0.1102
0.1034 1.00
0.10"
0.1009
1.00
826.00
NIA NIA 0.1244
0.11]3 1.00
0.114]
0.2156
2.00
826.04
NIA NIA 0.1250
0.124] 0.04
0.0052
0.2208
2.04
82].00
NIA NIA 0.1389
0.1316 0.86
0.1236
0.3445
3.00
82].68
NIA NIA 0.1489
0.1439 0.68
0.0878
04423
3.68
828.00
NIA NIA 0.1536
0.1462 0.32
0.0451
0.480
4.00
828.00
NIA NIA 0.1684
0.1615 1.00
0.1567
0.6466
5.00
830.00
NIA NIA 0.1827
0.1]60 1.00
0.1]46
0.8213
6.00
840
Crest El. = 830.0
820
Proposed Spillway
Be Detail This Sheet) 840
50% Cleanout El. = 826.04
Normal Pool El. = 827.68
Bottom El. 824.0 820
During Mining Grade
800 800
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60
CROSS SECTION A -A
Scale: 1" = 30'
840
Cleanout El. = 826.04
Normal Pool El. = 827.68
820
Crest El. = 830.0
840
820
During Mining Grades Existing Grade
800 800
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60
CROSS SECTION B-B
Scale: 1" = 30'
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
N.T.S.
2s26 �1�U
mN
1
32 fl.
2 2t
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 25.88
Area of Wetted Cross Section: 29.77
Channel Slope: 0.1000
Manning's n of Channel: 0.0423
Discharge: cfs
Depth of Flow: 1.32 feet
S T 5 SEDIMENT
Velocity: 1.22 22 fp fps
�
inch Rock Rip -Rap
Channel Lining: feet
Freeboard: 1.00 feet
TRAP DETAILS

50% CLEANOUT EL. = 14!0
N o
Cc
h
U
A x
LEVEL CONTROL:
(SEE DETAIL THIS
NORMAL POOL EL.
//BOTTOM EL. = 812.0
840
820
840 840
PropDosed Spillway Existing Grade
(See etail This Sheet)1
820 Crest El. = 818.0 2 820
Bottom El. = 812.0
50% Cleanout El. = 814.08
800 During Mining Grade 800
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
CROSS SECTION A -A
Scale: 1" = 30'
Existing Grade
Normal Pool . = 68
840
820
Bottom El. = 812.0
During Mining Grade 50% Cleanout El. = 814.08
B800 800
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60
CROSS SECTION B-B
Scale in Feet
30 0 30 60
Required Capacity = 5,814 c.f.
Designed Capacity = 13,763 c.f.
Required Area = 6,086 s.f. (Based on 13.99 cfs x 435 s.f.)
Designed Area = 6,130 s.f.
Water Elev Storage Acre Ft Storage CY Storage CF Storage
GALLON Area Acres Area S.F.
812.0 0.00
0.0 0.0
0.0
0.07
2887.6
813.0 0.07
112.6 3040.3
22743.3
0.08
3392.0
814.0 0.15
244.1 6591.4
49306.9
0.09
3901.1
815.0 0.24
395.2 10670.2
79819.0
0.10
4458.4
815.7 0.32
509.7 13763.0
102954.1
0.11
4731.2
818.00
rn
0 815.00
N
tL
812.00
0.00
Stage Storage Curve
ST-6
TOP OF STRUCTURE
818.00)
PRINC. & EMER SPILLWAY (815.68)
/.L-r LEVE
(814.08)
0.30
0.60
0.90
Accumulative
Storage (Acre -Ft)
Storage volume wmputationa
ST-6
ELEV.
Wirt
LENGTH
AREA
AVG. INTERVAL STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA (ft)
(soft)
STORAGE
INTERVAL
(ac)
(soft)
(ft)
812.00
NIA
NIA
0.0663
813.00
NIA
NIA
0.0]]9
0.0721 1.00
0.M98
0.M98
1.00
814.00
NIA
NIA
0.0886
0.083] 1.00
0.0815
0.1513
2.00
814.08
NIA
NIA
0.0906
0.0801 0.08
0.0070
0.1583
2.08
815.00
NIA
NIA
0.1023
0858 0.92
00866
05
3.00
815.68
N
NIA
0.1111
O.010 7o
0.01
0.20
3.68
816.00
NIA
NIA
0.1153
0.1088 0.32
0.033]
0.3512
4.00
81].00
NIA
NIA
0.1286
0.1219 1.00
0.1185
0.4]0]
5.00
818.00
NIA
NIA
0.1404
0.1345 1.00
0.1334
0.6041
6.00
Scale: 1" = 30'
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
N.T.S.
29.26 fl.
OOfl.FreeboaN
2 1.31
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 25.88
Area of Wetted Cross Section: 29.77
Channel Slope: 0.1000
Manning.S o of Channel: 0.0423
Discharge: 36.31 cfs
Depth of Flow: 1.32 feel
Velocity: 1.22 fps
Channel Lining: 18 inch Rock Rip -Rap
Freeboard: 1.00 feet
ST-6 SEDIMENT
TRAP DETAILS

NORMAL POOL EL. = 807.68-
B
0
X BOTTOM EL. = 804.0
k cRPs>E� o
SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAIL THIS SHEET)
V
50% CLEANOUT EL. =806.06
Scale in Feet
30 0 30 60
J
O 807.00
W
804.00
0.00
Required Capacity = 5,796 c.f.
Designed Capacity = 13,909 c.f.
Required Area = 6,068 s.f. (Based on 13.95 cfs x 435 s.f.)
Designed Area = 6,179 s.f.
Water Elev Storage AcreFt Storage CY Storage CF Storage
GALLON Area Acres Area S.F.
804.0 0.00 0.0 0.0
0.0
0.07
2919.6
805.0 0.07 113.9 3075.4
23005.8
0.08
3425.7
806.0 0.15 246.8 6664.0
49850.2
0.09
3948.8
807.0 0.25 399.4 10783.3
80665.0
0.10
4495.9
807.7 0.32 515.2 13909.2
104048.1
0.11
4777.7
Proposed Spillway
(See Detail Thils Sheet)
Existing Grade
820 820
Crest El. = 810.0
Normal Po - 07.68
_„.__.._._„_„_,._.._.,_„_,._.._._„_,._..1
`L
•7 ---------------------- --- 2.
800 Bottom El. = 804.0 800
During Mining Grade 50% Cleanout El. - 806.06
780 780
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
CROSS SECTION A -A
Scale: 1" = 30'
820
800
820
800
780 780
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80
CROSS SECTION B-B
Stage Storage Curve
ST-10
F0POOOO�STRUCTURE
PRINC. 8 EMER SPILLWAY 180.681
/CL.A.UT LEVE
(80.,061
0.30
0.60
0,90
Accumulative
Storage (Acre -Ft)
Storage volume wmput b-
ST-10
ELEV.
Width
LENGTH
AREA
AVG. INTERVAL STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA (ft)
(-ft)
STORAGE
INTERVAL
(ac)
(aft)
(ft)
804.00
N/A
N/A
0.0670
805.00
N/A
N/A
0.0716
&0728 1.00
0.0706
0.0706
1.00
806.00
N/A
N/A
0.0907
0.0846 1.00
0.0824
00..15350
2.0
N
N/A
0.0915
0.0
0005
2.0
80067.006
0
N
N/A
0.1032
00991
094
00891
04
3.
N
N/A
0.1122
01009]9] 08
0.073
0.3208
306
8.068
80010
N
N/A
0.1165
0.0.32
0.0341
0.3549
4.00
809.00
N/A
N/A
0.1302
0.1233 1.00
0.120]
0.4756
5.01
810.00
N/A
N/A
0.1418
0.1360 1.00
0.1349
0.6105
6.00
Scale: 1" = 30'
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
N.T.S.
2s2s fl.
11 F11boaN
1
132 ft.
2 4
00o ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 25.88
Area of Wetted Cross Section: 29.77
Channel Slope: 0.1000
Manning's n of Channel: 0.0423
Discharge: 1 22 fps
cfs S T -10 SEDIMENT
Depth of Flow: 1.32 feet
Velocity: 1.22 fps
Channel Lining: feet
inch Rock Rip -Rap TRAP DETAILS
Freeboard: 1.00 feet

A
900
n
m
50%CLEANOUT EL. =795.98
` o
X BOTTOM EL. = 794.0
Scale in Feet
50 0 50 100
Required Capacity = 6,984 c.f.
Designed Capacity = 40,578 c.f.
Required Area = 14,673 s.f. (Based on 33.73 cfs x 435 s.f.)
Designed Area = 14,893 s.f.
Water Elev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F.
794.0 0.00
0.0 0.0 0.0
0.22
9581.7
795.0 0.23
364.9 9853.1 73706.2
0.24
10449.1
796.0 0.47
762.1 20576.3 153921.6
0.26
11315.8
797.0 0.74
1191.6 32174.1 240679.0
0.28
12212.6
797.7 0.93
1502.9 40578.7 303549.4
0.29
12948.6
SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAIL THIS SHEET)
POOL EL. = 797.68
t
O 797.00
N
W
840 840
Existing Grade
820
820
Proposed Spillway
(See Detail Thls Sheet)
800
Crest El. = 800.0
800
DuringMining Grade
al Pool El. = 797.68
._.._._„_„_._.._._„_._.._._„_,._.._._,._.._._„_,._.._._„_,._.._._„_,._.._.,_„_,._.._.,_„_,._.._.,_„_,
_27
2
Bottom EL = 794.0
50% Cleanout EL = 795.98
780
780
0+00 0+20 0+40
0+60 0+80 1+00 1+20 1+40
1+60 1+80 2+00
2+20
CROSS SECTION A -A
Scale: 1" = 30'
820
820
800
800
780 780
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20
CROSS SECTION B-B
Scale: 1" = 30'
Stage Storage Curve
ST-13
goon)
PRINC.SEMER
PI11WAY1197.68)
CLEAN
1UT LEVEL(795.98)
794.00
0.00
0.60
1.20
Accumulative
Storage
(Acre -Ft)
storage volume wmpu oo
ST-13
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(s ft)
STORAGE
INTERVAL
(a.)
(aft)
(ft)
94.00
N/A
NIA
0.2200
N/A
NIA
0.2399
0.2299
1.01
0.2212
0.2212
1.01
Z.00
.98
N/A
NIA
0.2594
0.2496
0.9
0.241
0.4703
1.98
796.00
N/A
NIA
0.2598
02499
0.02
0.0021
0.4724
2.00
7
NIA
1.2104
0.2701
1.00
0.2662
0.7386
3.00
]9]0
.8
N/A
NIA
0.2950
0.287]
0.68
0.1958
0.9342
3.68
798.00
N/A
NIA
0.3018
0.2911
0.32
0.0918
1.0258
4.01
799.00
N/A
NIA
0.3216
0.3127
1.00
0.3081
1.3345
5.00
800.00
N/A
NIA
0.3419
0.3327
1.00
0.3310
1.8656
8.00
ITRUCTURE WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
00
N.T.S.
29.281L
1 1 fL
fl.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 25.88
Area of Wetted Cross Section: 29.77
Channel Slope: 0.1000
Manning's o of Channel: 0.0423
Discharge: 36.31 cfs
Depth of Flow: 1.32 feet
Velocity: 1.22 fps
Channel Lining: 18 inch Rock Rip -Rap
Freeboard: 1.00 feet
ST-13 SEDIMENT
TRAP DETAILS

A'
LEVEL CONTROL SECTION r
(SEE DETAIL THIS SHEET)
NORMAL POOL EL. = 818.E
50% CLEANOUT EL. = 815.95
3
C-18
=`�
••
Scale in Feet
IIIIIII, 11111111/ 11111111/
Required Capacity = 3,258 c.f
Designed Capacityy = 26,495 c.f.
Required Area = 6,680 s.f. (Based on 15.77 cfs x 435 s.f.)
Designed Area = 6,866 s.f.
Water Elev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F
812.00
0.00
0.0
0.0
0.0
0.06
2458.1
813.00
0.06
96.9
2616.2
19570.8
0.07
2946.9
814.00
0.13
212.1
5726.0
42833.6
0.08
3450.2
815.00
0.21
346.1
9344.3
69900.6
0.09
3975.9
816.00
0.31
499.9
13496.4
100960.3
0.10
4525.4
817.00
0.42
674.3
18207.4
136200.7
0.12
5102.7
818.00
0.54
870.5
23502.4
175810.2
0.13
5703.2
818.52 0.61 981.3 26495.0 198196.4 0.14 6025.4
Q25 HWD EL = 819.00 -
Normal Pool EL = 818.52
Existing Grade -\
850
Proposed Spillway
(See Detail This Sheet)
850
Crest EL = 820.00
800 During Mining Grade 800
0+00 0+50 1+00 1+50 2+00 2+50
X Cross Section A -A'
Scale: 1" = 50'
/ -
Q25 HWD EL 819.00
Normal Pool EL = 818.52
=
Existing Grade
850 850
Crest EL = 820.00
During Mining Grade ? 21
800 Bottom El. = 812.0 800
0+00 0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
\ Stage Storage Curve
ST-20
820.00
81800
816,00
814,00
8 EVER
812,00
0.00
0.20
0,40
0.60
0.80
1.00
Accumulative
Storage
(Acre -Ft)
Storage -1-
ST 20
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
00
(-ft)
STORAGE
INTERVAL
_
812.00
_
IN
_ _
N/A
_ _
0.0564
_ _
_ _
_
_ _
_ -
813.00
N/A
N/A
0.0677
0.0620
1.00
0.0"'
0.0601
1.00
814.00
N/A
N/A
0.0192
0.0734
1.00
0.0]14
0.1315
2.00
815.00
N/A
N/A
0.0913
0.0852
1.00
0.0831
0.2145
3.00
815.95
N/A
N/A
0.1033
0.09]3
0.95
0.0924
o 3069
3.95
811.00
IN
N/A
0.1139
0.09]6
0.05
0.0029
0.301
4.00
81].00
N/A
N/A
0.1171
0.1f05
1.00
0.1081
0.4180
5.00
818.00
IN
N/A
0.1309
0.1240
1.00
0.1218
0.5395
6.00
818.52
IN
N/A
0.1384
0.134E
0.52
0.0]00
0.609E
6.52
819.00
N/A
N/A
0.1453
0.1381
0.48
0.0655
0.6751
7.00
820.00
N/A
N/A
0.1576
0.1514
1.00
0.1504
0.8254
8.00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION - ROAD CROSSING
N.T.S.
25.91 ft. 4g8g�
1 .00ftf"Freeboord
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Ease Dimenslon: 20.00
Weft Perimeter: 22.13
Area of Wetted Cross Section: 9.98
Channel Slope: 0,1000
Manning's n of Channel: 0.0175
Discharge: 15.77 cfs
Depth of Flow: 0.48 feet
Velocity: 1.58 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feel
ST-20 SEDIMENT
TRAP DETAILS

A
LEVEL CONTROL SECTION
(SEE DETAIL THIS SHEET)
--- -- - /
I / X BOTTOM EL. 812.11 \ X
NORMAL POOL EL. = 818.47
50% CLEANOUT EL. = 815.95
X
Scale in Feet
50 0 50 100
Required Capacity = 4,662 c.f.
Designed Capacityy = 30,797 c.f.
Required Area = 8,208 s.f. (Based on 18.87 cfs x 435 s.f.)
Designed Area = 8,389 s.f.
Water Elev Storage
Acre Ft
Storage CY
Storage CF Storage
GALLON
Area Acres
Area S.F.
812.11
0.00
0.0
0.0
0.0
0.07
2996.1
813.11
0.07
117.3
3167.2
23692.2
0.08
3556.9
814.11
0.16
255.7
6904.7
51650.5
0.10
4143.7
815.11
0.26
416.4
11242.8
84101.9
0.11
4775.0
816.11
0.37
600.9
16223.6
121360.8
0.12
5444.9
817.11
0.50
810.7
21888.6
163738.3
0.14
6158.6
818.11
0.65
1047.4
211548.1
0.16
6913.5
818.47
0.71
1140.6
30796.9
230377.2
0.17
7197.2
Stage Storage Curve
ST-21
820,11
818 11
816 11
814 11
Proposed Spillway Q25 HWD EL = 819.00
(See Detail This Sheet) Normal Pool EL = 818.47
850 1
Crest EL = 820.00
800
During Mining Grade
750
0+00 0+50
EMER SPILLWAY
STRUCTURE
812,11
oral
0.20
11.40 0.60
0.80
1.00
Accumulative Storage (Acre-FI)
Storage volume computations
ST-21
- -
ELEV.
-
Width
- -
LENGTH
- - - - - - -
AREA AVG. INTERVAL STORAGE
- -
ACC.
- -
STAGE
(ft)
(ft)
(1)
(ea) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
- -
812.11
-
N/A
- -
NIA
- - - - - -
0.0688
-
- -
- -
813.11
N
N/A
0....0817 0.07152
0..07821
0...07827
0
8
N
N/A
1o.n
00951 0.0884 0
0.058
0.15
2..000
81511
815..95
8611
817.11
818.11
81847
819.11
820.00
N/A
N
N/A
N.
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
01096 0
0184
01226 61 0
0.1250 0.11]3 0.16
0.1414 0.1332 1.00
0.150
.158] 00 1-
0.1654 0.1 n21 0.36
0.1770 0.113)8 0.64
0.1905 0.183] 0.89
00)9
9
0.0164
0.1301
0.1467
0.0590
0.1053
0.ifi30
02581
060
0.3]24
0.5025
11492
0]082
0.8138
0.9]6fi
300
31 84
4.00
5.00
fi.00
fi.36
].00
].89
Bottom El. = 812.11
Existing Grade
1+00 1+50 2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
Q25 HWD EL = 819.00 Normal Pool EL = 818.52
850 Existing Grade 850
Crest EL = 820.00
800 During Mining Grade 7 Bottom El. = 812.1121 800
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION - ROAD CROSSING
N.T.S.
850
:11
750
3+50
26.12 ft.
�
1
ss33
.IIOftf'Fr.,,.rd
Z
T
2 I
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2,00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 22,37
Area of Wetted Cross Section: 11.17
Channel Slope: 0,1000
Manning's o of Channel: 0.0175
Discharge: 18.87 cfs
Depth of Flaw: 0.53 feel
Velocity: 1,69 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feel
1.
S T -21 SEDIMENT
TRAP
DETAILS

1!1�11
HU LLE
WSOCIPJES- ;
Drainage Calculations for Concentrate Operations, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 2021
Emulsion Storage and Bulk Truck Parking Area
• Emulsion Storage and Bulk Truck Parking Area Sedcad and Weighted Curve Sheets
• Emulsion Storage and Bulk Truck Parking Area Underdrain UD-5 Calculations
MARSHALL MILLER & AssociATES INc.

SEDCAD 4 for Windows
f'nm w inap .inin Oamw1. 1 Gh..nh
iedmont Lithium Carolinas, Inc.
stop County, North Carolina
Stormwater Management Plan
Emulsion Storage and Bulk Truck Parking Area
Drainage Area(s): 84, 85, 86, 88, 89, 90 and 91
Storm Event: 25 - Year / 24 Hour
MMAA Project No, PLM 09
August, 2021
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename. EMULSION STORAGE AND TRUCK PARKING AREA 25 YR sc4
Printed 08-26-2021

SEDCAD 4 for Windows
icon omn o-i. i e.k—h
Genera/ Information
Storm Information:
Storm Type:
NRCS Type II
Design Storm:
25 yr • 24 hr
Rainfall Depth:
6.240 inches
Filename EMULSION STORAGE AND TRUCK PARKING AREA 25 YR sc4 Printed 08-26-2021

SEDCAD 4 for Windows
f -f4r hf ioap win o*-*i. I Crh-i,
Structure Networking:
Type
Stru
#
(flows
Into)
Stru
#
Musk. K
(hrs)
Musk. X
DeSCription
Null
#1
=_>
#9
0.000
0.000
DA-84 (ST-21)
Null
#2
=_>
#1
0.000
0.000
DA-85 (ROAD DITCH DA-85)
Null
#3
=_>
#8
0.000
0.000
DA-86 (SB-17 and DIV DITCH DA-86)
Null
#4
=->
#9
0.000
0.000
8A88 (CLEANWATER DIVERSION DA-
Null
#5
=_>
#9
0.000
0.000
DA-89 (UNDERDRAIN UD-5)
Null
#6
=_>
#7
0.000
0.000
DA-90 (ROAD DITCH DA-90 and
CULVERT C-18)
Null
#7
=_>
#9
0.000
0.000
DA-91(ST-20)
Null
#8
=_>
#9
0.000
0.000
SS-17 SPILLWAY
Null
#9
==>
End
0.000
0.000
NULL
#3
Null
#8
Null
4
#6
Null
#7
Null
#5
Null
#4
Null
#1
Null
#1
Null
#9
Null
Filename EMULSION STORAGE AND TRUCK PARKING AREA 25 YR sc4
Printed 08-26-2021

SEDCAD 4 for Windows
r,,., A..h+loon ammnoz. 1. 1 e�h—k
Structure Summary. -
Immediate
Contributing
Area
(ac)
Total
Contributing
Area
(ac)
Peak
Discharge
(ds)
Total
Runoff
Volume
(ac-st)
#3
10.020
10.020
30.22
3.10
#8
0.000
10.020
30.22
3.10
#6
3.960
3.960
13.61
1.08
#7
0.500
4.460
15.77
1.28
#5
13.340
13.340
25.04
2.36
#4
2.870
2.870
8.22
0.63
#2
3.420
3.420
12.79
1.05
#1
1.730
5.150
18.87
1.54
#9
0.000
35.840
94.27
8.90
Piiename EMULSION STORAGE AND TRUCK PARKING AREA 25 YR sc4
Printed 08-26-2021

SSDCAD 4 for Windows
I�new.rinM loop win P-P. 1 cz,h k
5
Structure Detail:
Structure #3 N
DA-86 (58-17 and DIV DITCH DA-86)
Structure #8 (Null)
58-17 5PILL WA Y
Structure #6 (Null)
DA-90 (ROAD DITCH DA-90 and CULVERT C-18)
Structure #7 (Null)
DA-91 (57--20)
Structure #5 Null
DA-89 (UNDERDRAIN UD-5)
Structure #4 Null
DA-88 (CLEANWATER DIVERSION DA-88)
'tructure #2 (Null)
DA-85 (ROAD DITCH DA-85)
Structure #1 (Null)
DA-84 (ST-21)
Structure #Nul
NULL
Filename EMULSION STORAGE AND TRUCK PARKING AREA 25 YR sc4 Printed 06-26-2021

SEDCAD 4 for Windows
Pn...rinht ioost ?nin p-j. I Crh...eh
Su6watershed Hydrology Detail:
Stru
#
SWS
#
SWS Rrea
(ac)
Time of
Conc
(hrs)(hrs)
Musk K
Mu9k X
Curve
Number
UHS
Peak
Discharge
(Cfs)
Runoff
Volume
(ac-ft
#3
1
10.020
0.216
0.000
O.OD0
86.000
M
30.22
3.101
10.020
30.22
3.101
#8
1
0.000
0.000
0.000
O.ODO
1.000
0.00
0.000
10.020
30.22
3.101
06
1
3.960
0.050
0.000
0.000
73.000
M
13.61
1.084
3.960
13.61
1.084
#7
1
0.500
0.031
0.000
0.000
86.000
M
2.17
0.192
4.460
15.77
1.277
#5
1
13.340
0.171
0.000
0.000
66.000
M
25.04
2.363
13.340
25.04
2.363
94
1
2.870
0.062
0.000
0.000
66.000
M
8.22
0.626
2.870
8.22
0.626
#2
1
3.420
0.051
0.000
ROOD
77.000
M
12.79
1.050
3.420
12.79
1.050
91
1
1.730
0.045
0.000
0.000
74.000
M
6.08
0.488
5.150
18.87
1.538
#9
�',
35.840
94.27
8.905
Su6watershed Time of Concentration Details;
Stru
SWS
Land Flow Condition
Slope (%)
Vert. Dist.
Horiz. Dist.
Velocity
Time (hrs)
ft)
(ft)
(fps)
#1
1
7. Paved area and small upland
8.24
35.59
432.00
5.770
0.020
gullies
5. Nearly bare and untitled, and
50.00
10.00
20.00
7.070
0.000
alluvial valley fans
5. Nearly bare and untilled, and
0.10
0.01
14.00
0.310
0.012
alluvial valley fans
8. Large gullies, diversions, and low
O.50
0.50
100.00
2.120
0.013
flowing streams
#1
1
Time of Concentration:
0.045
#2
1
7. Paved area and small upland
6.30
17.64
280.00
5.050
0.015
gullies
S. Nearly bare and unfilled, and
alluvial valley fans
50.00
17.00
34.00
7.070
0.001
Filename: EMULSION STORAGE AND TRUCK PARKING AREA 25 YR.sc4 Printed 08-26-2021

SEDDAD 4 for Windows
f nrw.rinhh 1COA win o*-n in I Cnin. k
5tru
SW5
Land Flow Condition
Slope (%)
Vert• Dist.
Horiz. Dist.
Velocity
Time Mrs)
#
#
(ft)
(ft)
(Fps)
B. Large gullies, diversions, and low
4.90
41.16
840.00
6.640
0.035
flowing streams
#2
1
Time of Concentration:
0.051
#3
1
S. Nearly bare and untilled, and
1.38
11.60
841.00
1.170
0.199
alluvial valley fans
B. Large gullies, diversions, and low
0.50
0.65
130.00
2.120
0.017
flowing streams
#3
1
Time of Concentration:
0.216
#4
1
7. Paved area and small upland
4.11
21.00
511.00
4.080
0.034
gullies
8. Large gullies, diversions, and low
3.42
19.32
565.00
5.540
0.028
flowing streams
#4
1
Time of Concentration:
0.062
#5
1
5. Nearly bare and untilled, and
1.07
3.21
300.00
1.030
0.080
alluvial valley fans
7. Paved area and small upland
4.72
49.08
1,040.00
4.370
0.066
gullies
8. Large gullies, diversions, and low
5.50
35.58
647.00
7.030
0.025
flowing streams
#5
1
Time of Concentration:
0.171
#6
1
7. Paved area and small upland
5.63
31.75
564.00
4.770
0.032
gullies
B. Large gullies, diversions, and low
9.54
40.54
425.00
9.260
0.012
flowing streams
8. Large gullies, diversions, and low
2.30
2.46
107.00
4.540
0.006
flowing streams
#6
1
Time of Concentration:
0.050
#7
1
7. Paved area and small upland
8.70
7.54
86.68
5.930
0.004
gullies
5. Nearly bare and unfilled, and
50.00
10.00
20.00
7.070
0.000
alluvial valley fans
5. Nearly bare and unfilled, and
0.10
0.01
14.00
0.310
0.012
alluvial valley fans
8. Large gullies, diversions, and low
0.50
0.58
117.00
2.120
0.015
flowing streams
#7
1
Time of Concentration:
0.031
Filename: EMULSION STORAGE AND TRUCK PARKING AREA25 YR.sc4 Printed 08-26-2021

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Client Piedmont Lithium Carolinas, Inc.
Mine Carolina Lithium Project
Permit #
f •
Fill: Emulsion Storage and Bulk Truck Parking Area (Underdrain UD-5)
Emulsion Storage and Bulk Truck Parking Area Fill Underdrain Design Flow
Reference: Tas, Braja M. (1999). Fundamentals of GeotechnicaI Engineering. Pacific Grove, CA: Brooks / Cole.
Darcy's Law
V=ki
Continuity Equation
Q=VA
Project Data
CALCULATED VELOCITY
where:
where:
DESIGN DISCHARGE FROM INFILTRATION
V = Velocity, ft/sec
k= Hydraulic Conductivity/Coefficient of Permeability, ft/min
i = Hydraulic Gradient ft/ft
Q = Peak Discharge, cfs
V = Velocity, ft/sec
A = Drainage Area, square feet
k1= 0.000012 ft/min
Hydraulic Gradient, I = 1 ft/ft
Fill Area, A = 13.34 acre
Assumed Void Ratio = 0.3
V= 0.000012 ft/min = 0.000000200 ft/sec
Q = 0.116 cfs Q = 52 gpm
MED MAXIMUM DISCHARGE FROM EXISTING SEEPS AND SPRINGS
UNDERDRAIN DESIGN DISCHARGE
Q = 238 gpm
Q = 290 gpm
Notes
1
Coefficient of permeability was determined from Table 6.6 "Correlation between USCS Classification and Properties of Compacted
Soils" in MSHA's Engineering and Design Manual for Coal Refuse Disposal Facilities, Second Edition (Rev. August 2010). The
coefficient of permeability reflects the average typical hydraulic condition for soil groups SM, SM-SC and SC.

Client Piedmont Lithium Carolinas, Inc.
Mine Carolina Lithium Project
Permit #
Emulsion Storage and Bulk Truck Parking Area
Fill: (Underdrain UD-5) I_1�%M- Lfflt
Flow Capacity in Rockfill
Reference: "Flow Through Rockfills", by Thomas Leps, Embankment -Dam Engineering, Casagrande Volume (1973).
Flow through Rockfill (cfs):
Q = (WM0.$)00.s4)A (1 e e)
Suggested values of Wm 05 from Leps
r%n f%I r/`T r%ATA
where: W = Empirical Constant for a given rockfill
m = Mean Hydraulic Radius
1= Hydraulic Gradient, ft/ft
A = Drain Area, square feet
e = Void Ratio of Rockfill
Rock D so I Wm 0.5
2"
16 in/sec
3"
18 in/sec
6"
28 in/sec
8"
32 in/sec
12"
41 in/sec
Assumed D50 = 2 in
Selected Wmos = 16 in/sec
Hydraulic Gradient, I = 0.05 ft/ft
Drain Area, A = 4 ftz
Assumed Void Ratio = 0.3
CALCULATED FLOW Q = 0.24 cfs = 110 gpm

Client Piedmont Lithium Carolinas, Inc.
Mine Piedmont Lithium Mine
Permit #
Emulsion Storage and Bulk Truck Parking Area M6�-d
4
Fill: (Underdrain UD-5)# `
FLOW IN PIPE
Use Chezy-Manning Equation
where:
n = Manning's Roughness Coefficient
Q = VA - 1.49)�] /r'H 2/31.J($l A = inside area of pipe, square feet
nl JJ l J r H = Hydraulic Radius of pipe, feet
S = pipe slope, ft/ft
PROJECT DATA
CALCULATED VALUES
Proposed Underdrain Pipe = 4" IPS SDR 17 HDPE
Manning's n = 0.01
Inside Diameter of Pipe = 3.735 in
Pipe Slope = 0.05 ft/ft
A = 0.08 ft 2
r H = 0.08 ft
CALCULATED FLOW Q = 0.46 cfs = 207 gpm

Drainage Calculations for Concentrate Operations, Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
► ► ' \ ► �� August 2021
NOAA Atlas 14 Rainfall Data; Web Soil Survey National
Cooperative Soil Survey for Drainage Calculations
MARSHALL MILLER & ASSOCIATES, INC.

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, version 3
Location name: Crouse, North Carolina, USA'
Latitude: 35.4229', Longitude:-81.2997°
(10
9 to
Elevation: 819.7 ft"
Nw -source ESRI Maps
•• sourer USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G,M Bonnin 0 Martin, 13 Lin, T Parzybok M Yekta. and C Riloy
NOAA, National Weather5erviss 50ver 5pnng Maryland
PF tabular I PF gra !1n ical I Maas & aerials
PF tabular
PDS-based
point precipitation frequency estimates with 90% confidence intervals (in Inches)'
Average
recurrence interval ears
�uratlon
�•��-••---•-�,r-••------,
10
29
50
100
200
504
1000
0.391
0.463
0.544
0.606
0.680
0.734
- 0.787
0.838
0.900
0.949
5-min
(0.360-0.426
(0.425-0 505)
(0.499.0.594
10 553-0.659
(0.617-0 741)(0.663
0 8001
0 706-0.859)
0 745-0.917
0 792-0,990)
(0.825 1 05
10-min
0.625
0.740
0.871
0.968
1.08
1.17
1.25
1.33
1.42
1.49
(0.574.0.680
(0680-0908)
(0.7990951
(0.884.106)
(0984.118)
0.06,127)
(1121.37}
0 18.1,45)
(1.25.1.57)
(1.30.1.65)
15-m In
0.781
0.930
1.10
1.22
1.37
1.41
1.68
1.68
1.79
1.88
07113.0.851
0.855.1.02
1011.20)
(1.12-1.33l1
1.34-181
142-173)
t.49.1.83
1.58-1.97
1.63.2.07
30-min
1.07
{0.904-117)
1.29
(110.1.40)
1.67
(1.44-171)
1.77
(182.1.93i
2 03
{1.85.222)
2 23
{2.01-2431I
2.42
r217-254)
211
1 (2.32.2.86)
2.85
1 (2.51-3.14)
3.04
(2.64.3.36)
60-m in
1.34
(1.23 1 45)
1.61
11.48.1 761
1 2.01 1
(1.84-2 19)
2.31
(2 11.2.52]
L71
{2 4b-2 95)
3.02
(2 73-3 29)
3.34
{2 99 3.64]
3.66
W.25 4.001
4.09
{3.60 4.50}
4.43
(3.864 90)
2-hr
1.55
1.86
Z74
3.25
;I 3.65
4.08
4.51
5.12
5.61
0.42.1 70)
0 73-2.06)
E16-259)
(2 49.2 99)
1294.3.55)
(3.29-3.991
(3fi4 447]
14.00 4.961
(4.4&5.fi6)
(4.85.6.231
1.66
2.01
1,84-2.21
78
2.94
2.67-3 23
3.S2
3 18-3.87
4.00
3.59-4 391
4.49
3 994 94
6.03
4.2.5.55
6.79
5.01-6.42
6.421.52.183
5 48-7 15
2.04
2.46
3A$
3.58
4.2$
4.$7
5.4a
6.14
7.09
7.$6
6-hr
1.88.2 23)
2 26-2.69
2.82-3.36)
3.27-3 91
3 89-4.67
4,39-5.311
(4 89.6 00)
1 f5.43-6 741
1 f6 15-7.90
6.74-6 89
2.47
2.98
3.74
4.35
5.20
6.90
6.64
7.42
8.53
12-hr
(2,26.2 69)
(2 75-3.26)
(3.4-4,08)
(3.98.4 73)
(4 73-5.fi6}
(5 33-6.42}
(5.94.7 21)
(6 57-8.07)
(7.44-9.30)
24-hr
2.97
3.58
4.61
5.24
6.24
7,04
7.87
6.72
9.90
R12.4
{2.76.3.18)
(3.34-3 85)
(4.20.4.84)
(4.87-5,62)
(5,78.6.69)
(6.51-T55)
(7.24 8.43)
(7,99.9.35)
(9.03-10.6►
2-day
3.51
4,23
5.30
6.13
7.26
8.17
9.09
loll
IIA
3.27.3.78
3.94 4.56
4.935.69
5.69 6.58
6.73 7.80
.55.8.77
8.37.978
9.23 Iola
10.4.12.2
3-day
3.47-400)
4.64982)
15 9.5r98
(5.97- 89)
7.04.8.14
7.87 9314
(8 3-0.2)
I)W-1 .2
{10.6. 2.7
11.7-1111
4-day
(3.68422)
1(4 2-507]
1 (5.44.6.26)
(6.25720) 11
(7:5.8.49)
(8. 09851)
1 (9.0980.6)
(9.98-1�1.6)
(11.2-3.1)
(12.1-14.3)
10.9
12.0
13.5
14.6
7-dayME
.87
7.9.43)
(101-11.6)
(11.1-12.8)
(12.4-14.4)
(13.4-156)
10-day
MEE
9.73
MI
11.5
12.5
14.2
15.4
4-10.3
11 0-12.5)
2.0-13.6
13.2-15.2
i4.2-18.4
6.96
8.23 1
F 9.71
10.9
12.4
133
14.9
16.1
17.8
19.1
20 day
6.60-7.34
80-8.67
920-10.2
10.3-11,5
117-13,1
129-14.4
14.0-15.7
15.1-17.0
16.6-19.9
17.9-20.3
8.
30 day
(8 14 8.95)
(9.58- 0.5)
(11111 2.2)
(12.3 15)
(13.8 15.2)
(15.0- 6.5)
(611- 7.81
(17,2- 9,1)
(18.7- 0.9)
09 8,22.2)
45-day
10.8
12.6
14.4
15.7
17.4
18.8
2010
212
22.9
24.2
110.311.3)
(2.1-13.2)
(137.15.0)
115.0.,6.4}
06.6.18.2)
(179.19.6)
(191-21.0)
(202.22.3)
(21.7.24.0)
(22.8.25.4)
60-day
12,8
15.0
16.9
18.3
20.2
21.7
23.0
24.4
26.1
27.4
112.3-13.4)
(14.4-15.6)
(16.2-17.6)
(17.6-19.1)
(194-21 1)
(20 7-22.6)
(22.0-24 0)
(23.3-25A)
(24.8-27.3)
(26.0.28.7)
Precipitation frequency (PF) estimates in this table are based on frequency analysis or partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates
!or a given duration and average recurrence Interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
re not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Neese refer to NOAA Atlas 14 document for more Information
Back to Top
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4229&lon=-81.2997&dat... 1 l28/2021

Precipitation Frequency Data Server
Page 2 of 4
PF graphical
PDS-based depth -duration -frequency (DDF) curves
Latitude: 35.42290, Longitude:-81.2997,
Q
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, version 3 Created (GMT? Thu Jan 28 14 34 32 2021
Back to Too
Averap tecuaence
udervat
(yea-)
— 1
2
- 5
10
— 25
50
100
--- 20D
— 500
1000
Duration
— 5-min
--- 2-day
�- - 1 Dintn
— 3-day
15-M
— 4-day
30-MM
— 7-day
GD-Min
— 1D.day
— 2-hr
— 20-day
— 3-hr
30-day
— B-hr
— 4"ay
— 12fir
— 40-day
— 24-hr
https:llhdsc.nws.noaa.govfhdsclpfdslpfds_printpage.html?lat=35.4229&Ion=-81.2997&dat... 1 /28/2021

Precipitation Frequency Data Server + Page 3 of 4
Maps & aerials
Small scale terrain
xw "�
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S1 -- -
Large scale terrain
y} Wjn$E%n38lem M1
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https://hdsc.nws.noaa.govihdsc!pfds/pfds_printpage.htmI?lat=35.4229&Ion=-81.2997&dat... 1 r28.1021

Precipitation Frequency Data Server
Page 4 of 4
Back to Top
US nm n of Commerce
National Oceanic and Atmospheric Admini$lation
National Weather Service
V;tL- V6'ater C�mW
1325 East West Highway
Silver Spring MD 20910
Questions?- HIDSC.QuestionsiMnoss,j3ov
Disdaimer
https:Hhdsc.nws.noaa.gov/hdsclpfds/pfds_printpage.html?lat=35.4229&Ion=-S 1.2997&dat... 112$r"2021

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Hydrologic Soil Group —Gaston County, North Carolina
Hydrologic Soil Group
Piedmont Lithium
Map unit symbol Map unit name hating Acres In AOI Percent of AOI
CeB2 Cecil sandy clay loam, 2 B 1885 14.8%
to 8 percent slopes,
moderately eroded
CeD2 Cecil sandy clay loam, 8 B 44.4 3.5%
to 15 percent slopes,
moderately eroded
ChA Chewacla loam, 0 to 2 B/D 47.2 3.7%
percent slopes
frequently flooded
CoA Congaree loam, 0 to 2 C 110.7 8 7%
k percent slopes,
occasionally flooded
HeB Helena sandy loam, 1 to D 12.1 1 0%
6 percent slopes
I LdB2 Lloyd sandy clay loam, 2 B 398.4 31.4%
to 8 percent slopes,
moderately eroded
LdD2 Lloyd sandy clay loam, 8 B 192.6 15.2%
to 15 percent slopes.
moderately eroded
MaB2 Madison sandy Gay B 6.9 0.5%
loam 2 to 8 percent
slopes, moderately
eroded
MaD2 Madison sandy clay B 14.4 1.1%
loam. 8 to 15 percent
slopes, moderately
eroded
PaD2 Pacolet sandy clay B 7.8 0.6%
loam 8 to 15 percent
slopes, moderately
eroded
PaE Pacolet sandy loam, 15 B 180.7 14.2%
to 25 percent slopes
PaF Pacolet sandy loam, 25 B 22.4 1.8%
to 45 percent slopes k
TAB Tatum gravelly loam, 2 B 0.0 0.0%
to 8 percent slopes
Ud Udorthents, loamy C 43.5+ 3.4%
Totals for Area of Interest 1,269.9 100.0%
G Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1128/2021
Page 3 of 4

Hydrologic Soil Group --Gaston County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, BID, and CID). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission,
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID. or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff- None Specified
Tie -break Rule: Higher
Piedmont Lithium
us
Natural Resources Web Soil Survey 1/28/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
^over Description hydrologic soil Average percent group
Cover type and hydrologic condition impervious areal A 13 C D
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.)':
Poor condition (grass cover < 50%) .............................
68
79
86
89
Fair condition (grass cover 50% to 75%) .....................
49
69
79
84
Good condition (grass cover > 75%) ............................
39
61
74
80
Impervious areas:
Paved parking lots, roofs, driveways, etc.
98
98
98
98
(excluding right-of-way) ...............................................
Streets and roads:
Paved; curbs and storm sewers (excluding
98
98
98
98
right-of-way)...................•..............................................
Paved; open ditches (including right-of-way) ................
83
89
92
93
Gravel (including right-of-way) ......................................
76
85
89
91
Dirt (including right-of-way) ...........................................
72
82
87
89
Urban districts:
Commercial and business .................................................
85
89
92
94
95
Industrial..........................................................................
72
81
88
91
93
Residential districts by average lot size:
118 acre or less (town houses) .........................................
65
77
85
90
92
114 acre............................................................................
38
61
75
83
87
113 acre.............................................................................
30
57
72
81
86
1/2 acre.............................................................................
25
54
70
80
85
1 acre........................................................•......................
20
51
68
79
84
2 acres..............................................................................
12
46
65
77
82
Developing urban areas
Newly graded areas
77
86
91
94
(pervious areas only, no vegetation} " .,
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1. Average runoff condition, and la = 0.2S.
2. The average percent impervious area shown was used to develop the composite CN's Other assumptions are as follows. impervious
areas are directly connected to the drainage system, Impervious areas have a CN of 98. and pervious areas are considered equivalent
to open space in good hydrologic condition CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas
Rev. 6/06 9.03.17

0
Table 8.03f Runoff curve numbers for cultivated agriculture lands'
Curve numbers for
Cover description
hydrologic soil groups
Hydrologic
Cover type Treatments2
conditions'
A
B C
0
Fallow Bare soil
77
86 91
94
Row crops Straight row
Good
67
78 85
89
Contoured &
Good
62
71 78
81
terraced
1 Average runoff condition, and 1a=0.2S
2 Crop residue cover applies only if residue is on at least 5% of the surface throughout the year.
3 Hydraulic condition is based on combination factors that affect infiltration and runoff, including (a) density
and canopy of vegetative areas, (b) amount of year-round cover, (c) amount of grass or close -seeded
legumes, (d) percent of residue cover on the land surface (good 2: 20%), and (e) degree of surface
roughness,
Poor: Factors impair infiltration and tend to increase runoff.
Good; Factors encourage average and better than average infiltration and tend to decrease runoff,
8.03.18 Rev. 6/06

Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve numbers for
Cover description
hydrologic soil groups
Hydrologic
Cover type
conditions3
A
B
C
D
Pasture. grassland, or range—
Poor
68
79
86
89
continuous forage for grazing. Y
Fair
49
69
79
84
Good
39
61
74
80
Meadow --continuous grass, protected
—
30
58
71
78
from grazing and generally mowed for
hay.
Brush —brush -weed -grass mixture with
Poor
48
67
77
83
brush the major element. 3
Fair
35
56
70
77
Good
304
48
65
73
Woods —grass combination (orchard or
Poor
57
73
82
86
tree farm)_ 5
Fair
43
65
76
82
Good
32
58
72
79
Woods, "
Poor
45
66
77
83
Fair
36
60
73
79
Good
304
55
70
77
Farmsteads —buildings- lanes,
—
59
74
82
86
driveways, and surrounding lots.
1 Average runoff condition, and I. = 0.2S.
2 Poor, <50% ground cover or heavily grazed with no mulch.
Fair 50 to 75% ground cover and not heavily grazed,
Good. > 75% ground cover and lightly or only occasionally grazed.
3 Poor. <50516 ground cover.
Fair. 50 to 7511/6 ground cover
Good >75% ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover Other combinations of
conditions may be computed from the CN's for woods and pasture.
6 Poor Forest litter, small trees. and brush are destroyed by heavy grazing or regular burning
Fair. Woods are grazed but not burned, and some forest litter covers the soil
Good- Woods are protected from grazing, and litter and brush adequately cover the soil
Rev. W06 8.03.19

0
Urban impervious area modifications
Several factors, such as the percentage of impervious area and the means of
conveying runoff from impervious areas to the drainage system, should be
considered in computing CN for urban areas (Rawls et al., I981). For example,
do the impervious areas connect directly to the drainage system, or do they
outlet onto lawns or other pervious areas where infiltration can occur?
Connected impervious areas - An impervious area is considered connected
if runoff from it flows directly into the drainage system. It is also considered
connected if runoff from it occurs as concentrated shallow flow that runs over
a pervious area and then into the drainage system.
Urban CN's (Table 8.03e) were developed for typical land use relationships
based on specific assumed percentages of impervious area. These CN vales
were developed on the assumptions that (a) pervious urban areas are equivalent
to pasture in good hydrologic condition and (b) impervious areas have a
CN of 98 and are directly connected to the drainage system. Some assumed
percentages of impervious area are shown in Table 8.03e.
If all of the impervious area is directly connected to the drainage system, but
the impervious area percentages or the pervious land use assumptions in Table
8.03e are not applicable, use Figure 8.03c to compute a composite CN. For
example, Table 8.03e gives a CN of 70 for a 1-2-acre lot in HSG B, with
assumed impervious area of 25 percent. However, if the lot has 20 percent
impervious area and a pervious area CN of 61, the composite CN obtained
from Figure 8.03c is 68. The CN difference between 70 and 68 reflects the
difference in percent impervious area.
Unconnected impervious areas Runoff from these areas is spread over a
pervious area as sheet flow. To determine CN when all or part of the impervious
area is not directly connected to the drainage system, (1) use Figure 8.03d if
total impervious area is less than 30 percent or (2) use Figure 8.03c if the total
impervious area is equal to or greater than 30 percent, because the absorptive
capacity of the remaining pervious areas will not significantly affect runoff.
When impervious area is less than 30 percent, obtain the composite CN by
entering the right half of Figure 8.03d with the percentage of total impervious
area and the ratio of total unconnected impervious area to total impervious
area. Then move left to the appropriate pervious CN and read down to find
the composite CN. For example, for a 1:2-acre lot with 20 percent total
impervious area (75 percent of which is unconnected) and pervious CN of
61, the composite CN from Figure 8.03d is 66. If all of the impervious area is
connected, the resulting CN (from Figure 8.03c) would be 68.
8.03.20 Rev. 6106

Piedmont Lithium Carolinas, Inc. I North Carolina Mining Permit Application
Appendix D: Supporting Concentrate Operations Documentation
D.7 Mine Waste Rock and Topsoil Pile
Stability Analysis

E 12
L
E
v 80
A
T
I
O 40
N
E -400
E 0
Waste Rock Pile Stability Analysis)
CENTER AT(20.0,955.0) RADIUS= 767.076 S.C.= 0.00 P.R.= 0.
FACTOR OF SAFETY (2D) = 2.729 BY SIMPLIFIED BISHOP METHOD
Marshall Miller & Associates
400 800 1200 1600 2000
T DISTANCE IN FEET
2400

REAME (ROTATIONAL EQUILIBRIUM ANALYSIS OF MULTILAYERED EARTHWORKS)
INPUT FILE NAME-C:1Users\earl.chornsbay\Desktop\check\l.DAT
TITLE -Waste Rock Pile (Stability Analysis)
NO. OF STATIC AND SEISMIC CASES (NCASE) = 1
NO. OF NONCIRCULAR FAILURE SURFACES (NNS) = 0
TWO-DIMENSIONAL ANALYSIS ( THREED = 0 )
ANALYSIS BY DETERMINISTIC METHOD ( PROB = 0 )
CASE NO. 1 SEISMIC COEFFICIENT (SEIC) =0.000
NO. OF BOUNDARY LINES (NBL) = 2
NO.
OF
POINTS
ON BOUNDARY
LINE
1 = 49
1
X
COORD.=
0
Y
COORD.=
180.98
2
X
COORD.=
62.401
Y
COORD.=
181.673
3
X
COORD.=
66.25
Y
COORD.=
180
4
X
COORD.=
88.895
Y
COORD.=
180
5
X
COORD.=
93.595
Y
COORD.=
182.097
6
X
COORD.=
115.2
Y
COORD.=
182.27
7
X
COORD.=
268.8
Y
COORD.=
182.68
8
X
COORD.=
393.6
Y
COORD.=
181.55
9
X
COORD.=
438.4
Y
COORD.=
179.83
10
X
COORD.=
480
Y
COORD.=
179.47
11
X
COORD.=
608
Y
COORD.=
180.49
12
X
COORD.=
728
Y
COORD.=
178
13
X
COORD.=
1044.8
Y
COORD.=
176.48
14
X
COORD.=
1144.17
Y
COORD.=
174.02
15
X
COORD.=
1361.77
Y
COORD.=
158
16
X
COORD.=
1480.17
Y
COORD.=
148.04
17
X
COORD.=
1547.37
Y
COORD.=
140.61
18
X
COORD.=
1723.37
Y
COORD.=
129.61
19
X
COORD.=
1836.97
Y
COORD.=
120.8
20
X
COORD.=
1902.57
Y
COORD.=
115.78
21
X
COORD.=
1921.77
Y
COORD.=
114.02
22
X
COORD.=
1939.37
Y
COORD.=
111.43
23
X
COORD.=
1948.97
Y
COORD.=
112.34
24
X
COORD.=
2035.37
Y
COORD.=
107.71
25
X
COORD.=
2091.37
Y
COORD.=
103.54
26
X
COORD.=
2096.17
Y
COORD.=
101.48
27
X
COORD.=
2107.37
Y
COORD.=
97.35
28
X
COORD.=
2110.57
Y
COORD.=
97.99
29
X
COORD.=
2120.17
Y
COORD.=
100.77

30
X
COORD.=
2124.97
Y
COORD.=
100.53
31
X
COORD.=
2137.77
Y
COORD.=
97.98
32
X
COORD.=
2155.37
Y
COORD.=
92.99
33
X
COORD.=
2171.37
Y
COORD.=
90.93
34
X
COORD.=
2190.57
Y
COORD.=
92.16
35
X
COORD.=
2193.77
Y
COORD.=
92.13
36
X
COORD.=
2203.37
Y
COORD.=
90.74
37
X
COORD.=
2209.77
Y
COORD.=
90.82
38
X
COORD.=
2222.57
Y
COORD.=
95.62
39
X
COORD.=
2228.97
Y
COORD.=
96.19
40
X
COORD.=
2252.97
Y
COORD.=
94.19
41
X
COORD.=
2264.17
Y
COORD.=
92.77
42
X
COORD.=
2273.77
Y
COORD.=
90.34
43
X
COORD.=
2284.97
Y
COORD.=
94.18
44
X
COORD.=
2288.17
Y
COORD.=
94.99
45
X
COORD.=
2293.72
Y
COORD.=
95.588
46
X
COORD.=
2320.17
Y
COORD.=
95.91
47
X
COORD.=
2340.97
Y
COORD.=
95.48
48
X
COORD.=
2356.97
Y
COORD.=
92.61
49
X
COORD.=
2360.17
Y
COORD.=
91.51
NO.
OF POINTS
ON BOUNDARY
LINE 2 = 64
1
X
COORD.=
0
Y
COORD.=
180.98
2
X
COORD.=
62.401
Y
COORD.=
181.673
3
X
COORD.=
66.25
Y
COORD.=
180
4
X
COORD.=
88.895
Y
COORD.=
180
5
X
COORD.=
93.595
Y
COORD.=
182.097
6
X
COORD.=
133.71
Y
COORD.=
200
7
X
COORD.=
156.028
Y
COORD.=
200
8
X
COORD.=
201.448
Y
COORD.=
220
9
X
COORD.=
224.758
Y
COORD.=
220
10
X
COORD.=
270.047
Y
COORD.=
240
11
X
COORD.=
291.386
Y
COORD.=
240
12
X
COORD.=
333.045
Y
COORD.=
260
13
X
COORD.=
353.874
Y
COORD.=
260
14
X
COORD.=
395.533
Y
COORD.=
280
15
X
COORD.=
416.363
Y
COORD.=
280
16
X
COORD.=
457.949
Y
COORD.=
300
17
X
COORD.=
478.099
Y
COORD.=
300
18
X
COORD.=
518.399
Y
COORD.=
320
19
X
COORD.=
538.549
Y
COORD.=
320
20
X
COORD.=
578.849
Y
COORD.=
340
21
X
COORD.=
598.999
Y
COORD.=
340
22
X
COORD.=
639.299
Y
COORD.=
360
23
X
COORD.=
659.449
Y
COORD.=
360
24
X
COORD.=
699.749
Y
COORD.=
380
25
X
COORD.=
719.899
Y
COORD.=
380
26
X
COORD.=
743.706
Y
COORD.=
391.931
27
X
COORD.=
745.714
Y
COORD.=
391.952
28
X
COORD.=
755.758
Y
COORD.=
387.062

29
X
COORD.=
1292.334
Y
COORD.=
390
30
X
COORD.=
1312.336
Y
COORD.=
380
31
X
COORD.=
1332.338
Y
COORD.=
380
32
X
COORD.=
1372.342
Y
COORD.=
360
33
X
COORD.=
1392.344
Y
COORD.=
360
34
X
COORD.=
1433.174
Y
COORD.=
340
35
X
COORD.=
1453.458
Y
COORD.=
340
36
X
COORD.=
1492.366
Y
COORD.=
320
37
X
COORD.=
1512.371
Y
COORD.=
320
38
X
COORD.=
1552.38
Y
COORD.=
300
39
X
COORD.=
1572.385
Y
COORD.=
300
40
X
COORD.=
1612.396
Y
COORD.=
280
41
X
COORD.=
1632.405
Y
COORD.=
280
42
X
COORD.=
1672.424
Y
COORD.=
260
43
X
COORD.=
1692.433
Y
COORD.=
260
44
X
COORD.=
1732.457
Y
COORD.=
240
45
X
COORD.=
1752.476
Y
COORD.=
240
46
X
COORD.=
1792.511
Y
COORD.=
220
47
X
COORD.=
1812.528
Y
COORD.=
220
48
X
COORD.=
1852.586
Y
COORD.=
200
49
X
COORD.=
1872.62
Y
COORD.=
200
50
X
COORD.=
1912.72
Y
COORD.=
180
51
X
COORD.=
1932.797
Y
COORD.=
180
52
X
COORD.=
1973.046
Y
COORD.=
160
53
X
COORD.=
1993.282
Y
COORD.=
160
54
X
COORD.=
2034.574
Y
COORD.=
140
55
X
COORD.=
2055.547
Y
COORD.=
140
56
X
COORD.=
2097.493
Y
COORD.=
120
57
X
COORD.=
2118.465
Y
COORD.=
120
58
X
COORD.=
2152.93
Y
COORD.=
104
59
X
COORD.=
2276.85
Y
COORD.=
104
60
X
COORD.=
2293.72
Y
COORD.=
95.588
61
X
COORD.=
2320.17
Y
COORD.=
95.91
62
X
COORD.=
2340.97
Y
COORD.=
95.48
63
X
COORD.=
2356.97
Y
COORD.=
92.61
64
X
COORD.=
2360.17
Y
COORD.=
91.51
LINE NO. AND SLOPE OF EACH SEGMENT ARE:
1 0.011
-0.435
0.000
0.446
0.008
0.003
-0.009
-0.038
-0.009
0.008
-0.021
-0.005
-0.025
-0.074
-0.084
-0.111
-0.063
-0.078
-0.077
-0.092
-0.147
0.095
-0.054
-0.074
-0.429
-0.369
0.200
0.290
-0.050
-0.199
-0.284
-0.129
0.064
-0.009
-0.145
0.013
0.375
0.089
-0.083
-0.127
-0.253
0.343
0.253
0.108
0.012
-0.021
-0.179
-0.344
2 0.011
-0.435
0.000
0.446
0.446
0.000
0.440
0.000
0.442
0.000
0.480
0.000
0.480
0.000
0.481
0.000
0.496
0.000
0.496
0.000
0.496
0.000
0.496
0.000

0.000
I
f I% I%
0.000
I
i .000
i
0.000
0.000
I I I
0.000
i i i
0.000
0.000
% I•
0.000
I I
0.000
i I
0.000
%
0.000
I
0.000
i I• I
0.000
I
0.012
I I I
MIN. DEPTH OF TALLEST SLICE (DMIN) = 10
NO. OF RADIUS CONTROL ZONES (NRCZ) = 1
RADIUS DECREMENT (RDEC) FOR ZONE 1 = 0
NO. OF CIRCLES (NCIR) FOR ZONE 1 = 5
NO. OF BOTTOM LINES (NOL) FOR ZONE 1 = 1
LINE NO. (LINO) BEG. NO. (NBP) END NO. (NEP)
1 1 49
ENGLISH UNITS ARE USED WITH DISTANCE IN FEET AND FORCE IN POUND.
SOIL ENVELOPE COHESION FRIC. ANGLE UNIT WEIGHT
No. (TSSE) (C) (PHID) (G)
1 1 0.000 40.000 130.000
NO SEEPAGE
USE GRID
NO. OF SLICES (NSLI) = 10
NO. OF ADD. CIRCLES (NAC) = 3
ANALYSIS BY SIMPLIFIED BISHOP METHOD (MTHD=2)
NUMBER OF FORCES (NFO)= 0
SOFT SOIL NUMBER (SSN)= 0
INPUT COORD. OF GRID POINTS 1,2,AND 3
POINT 1 X COORD. = 20 Y COORD. = 955
POINT 2 X COORD. = 20 Y COORD. = 380
POINT 3 X COORD. = 480 Y COORD. = 380
X INCREMENT (XINC) = 24 Y INCREMENT (YINC) = 24
NO. OF DIVISIONS BETWEEN POINTS 1 AND 2 (ND12) = 5
NO. OF DIVISIONS BETWEEN POINTS 2 AND 3 (ND23) = 4
ONLY A SUMMARY TABLE IS PRINTED (NPRT = 0)
SLICES WILL BE SUBDIVIDED
AUTOMATIC SEARCH WILL FOLLOW AFTER GRID
FACTORS OF SAFETY BASED ON GRID
IN THE FOLLOWING TABLE WARNING INDICATES HOW MANY TIMES THE
MAXIMUM RADIUS IS LIMITED BY THE END POINTS OF GROUND LINES
CENTER X CENTER Y NO. OF CIRCLE LOWEST WARNING

COORDINATE
COORDINATE
TOTAL
CRITIC.
RADIUS
F.S.
20.0
955.0
8
1
773.750
0.000 0
20.0
840.0
4
2
656.207
2.901 0
20.0
725.0
1
1
543.764
1000.000 0
20.0
610.0
1
1
428.772
1000.000 0
20.0
495.0
1
1
313.779
1000.000 0
20.0
380.0
1
1
198.786
1000.000 0
135.0
955.0
7
7
735.169
2.665 0
135.0
840.0
7
7
624.079
2.664 0
135.0
725.0
7
4
519.141
2.787 0
135.0
610.0
6
4
407.395
2.815 0
135.0
495.0
5
4
294.819
2.790 0
135.0
380.0
4
4
183.020
3.038 0
250.0
955.0
6
6
699.990
2.585 0
250.0
840.0
8
6
590.417
2.626 0
250.0
725.0
7
6
479.319
2.665 0
250.0
610.0
6
5
373.248
2.698 0
250.0
495.0
5
5
261.867
2.740 0
250.0
380.0
5
5
152.616
2.814 0
365.0
955.0
8
7
663.323
2.558 0
365.0
840.0
8
6
559.556
2.584 0
365.0
725.0
8
7
444.087
2.556 0
365.0
610.0
8
7
334.089
2.565 0
365.0
495.0
8
5
235.451
2.703 0
365.0
380.0
6
5
123.283
2.782 0
480.0
955.0
8
7
631.554
2.763 0
480.0
840.0
8
7
521.220
2.599 0
480.0
725.0
7
7
412.290
2.603 0
480.0
610.0
8
7
301.825
2.614 0
480.0
495.0
7
7
192.799
2.598 0
480.0
380.0
7
7
83.786
2.790 0
GRID IS EXPANDED AS FOLLOWS SO MINIMUM FACTOR OF SAFETY FALLS WITHIN THE GRID
20.0
1070.0
7
3
879.985
2.724 0
135.0
1070.0
5
5
843.016
2.621 0
250.0
1070.0
8
5
814.737
2.588 0
365.0
1070.0
8
7
773.426
2.569 0
480.0
1070.0
7
7
740.782
2.968 0
-95.0
1070.0
1
1
894.081
1000.000 0
-95.0
955.0
1
1
779.828
1000.000 0
-95.0
840.0
1
1
665.832
1000.000 0
-95.0
725.0
1
1
552.252
1000.000 0
-95.0
610.0
1
1
439.412
1000.000 0
-95.0
495.0
1
1
328.076
1000.000 0
-95.0
380.0
1
1
220.531
1000.000 0
LOWEST FACTOR OF SAFETY AT EACH GRID POINT IS TABULATED BELOW
COORDINATE-95.000 20.000 135.000 250.000 365.000 480.000

1070.000
1000.000
2.724
2.621
2.588
2.569
2.968
955.000
1008.000
0.000
2.665
2.585
2.558
2.763
840.000
1000.000
2.901
2.664
2.626
2.584
2.599
725.000
1000.000
1000.000
2.787
2.665
2.556
2.603
610.000
1000.000
1000.000
2.815
2.698
2.565
2.614
495.000
1000.000
1000.000
2.790
2.740
2.703
2.598
380.000
1000.000
1000.000
3.038
2.814
2.782
2.790
MINIMUM FACTORS OF SAFETY OCCUR AT THE FOLLOWING 4 CENTERS
FACTOR
OF
SAFETY =
0.000
AT
(20.000,955.000)
FACTOR
OF
SAFETY =
2.558
AT
(365.000,955.000)
FACTOR
OF
SAFETY =
2.556
AT
(365.000,725.000)
FACTOR
OF
SAFETY =
2.598
AT
(480.000,495.000)
AUTOMATIC SEARCH WILL BE MADE ONLY ON THE CENTER WITH THE SMALLEST F.S.
FACTORS OF SAFETY BASED ON SEARCH
IN THE FOLLOWING TABLE WARNING INDICATES HOW MANY TIMES THE
MAXIMUM RADIUS IS LIMITED BY THE END POINTS OF GROUND LINES
CENTER X
CENTER Y
NO.
OF CIRCLE
LOWEST
WARNING
COORDINATE
COORDINATE
TOTAL
CRITIC.
RADIUS
F.S.
20.0
955.0
8
3
767.076
2.729
0
44.0
955.0
6
4
762.863
2.746
0
-4.0
955.0
1
1
774.017
2.875
0
20.0
979.0
8
3
790.712
2.746
0
20.0
931.0
7
2
746.559
2.846
0
26.0
955.0
8
1
773.684
2.815
0
14.0
955.0
7
1
773.817
2.824
0
20.0
961.0
8
1
779.750
2.826
0
20.0
949.0
8
1
767,751
2.842
0
AT POINT
(20.0 , 955.0)
RADIUS 767.076
THE MINIMUM FACTOR OF SAFETY IS 2.729
SUMMARY OF SLICE INFORMATION FOR MOST CRITICAL FAILURE SURFACE
SL.
SOIL
SLICE
SLICE
WATER
BOTTOM
TOTAL
EFFEC.
RESIS.
DRIVING
NO.
NO.
WIDTH
HEIGHT
HEIGHT
SINE
WEIGHT
WEIGHT
MOMENT
MOMENT
1
1
18.828
2.384
0.000
.190
.584E+04
.584E+04
.369E+07
.851E+06
2
1
18.828
6.786
0.000
.215
.166E+05
.166E+05
.104E+08
.273E+07
3
1
7.451
9.564
0.000
.232
.926E+04
.926E+04
.580E+07
.165E+07
4
1
11.377
8.899
0.000
.244
.132E+05
.132E+05
.822E+07
.246E+07
5
1
11.933
5.870
0.000
.259
.911E+04
.911E+04
.566E+07
.181E+07
6
1
6.896
4.802
0.000
.271
.430E+04
.430E+04
.267E+07
.896E+06
7
1
18.828
6.733
0.000
.288
.165E+05
.165E+05
.102E+08
.364E+07

8
1
18.828
9.116
0.000
.313
.223E+05
9
1
0.736
10.142
0.000
.325
.971E+03
10
1
18.092
6.995
0.000
.338
.165E+05
11
1
3.247
3.077
0.000
.352
.130E+04
12
1
15.582
3.210
0.000
.364
.650E+04
13
1
18.828
4.506
0.000
.386
.110E+05
14
1
7.249
5.161
0.000
.403
.486E+04
15
1
11.580
2.675
0.000
.416
.403E+04
.223E+05 .136E+08 .535E+07
.971E+03 .591E+06 .242E+06
.165E+05 .997E+07 .426E+07
.130E+04 .782E+06 .350E+06
.650E+04 .390E+07 .182E+07
.110E+05 .655E+07 .327E+07
.486E+04 .286E+07 .150E+07
.403E+04 .236E+07 .128E+07
SUM .873E+08 .321E+08
AT CENTER (20.000 , 955.000) WITH RADIUS 767.076 AND SEIS. COEFF. 0.00
FACTOR OF SAFETY BY NORMAL METHOD IS 2.717
FACTOR OF SAFETY BY SIMPLIFIED BISHOP METHOD IS 2.729
�1�ILhi►_L'�'l�l���_1 ����i7T�11����
FACTOR OF FAFETY IS DETERMINED BY SIMPLIFIED BISHOP METHOD
NUMBER OF CASES = 1
CASE 1 SEISMIC COEFFICIENT = 0
FACTOR OF SAFETY BASED ON 2D ANALYSIS = 2.729

E 600
L
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v 400
A
T
I
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N
I
N
F
E
E
T
0
-200
0
Topsoil Pile Stability Analysis
CENTER AT(260.0,281.0) RADIUS= 163.136 S.C.= 0.00 P.R.= 0.
FACTOR OF SAFETY (2D) = 2.477 BY SIMPLIFIED BISHOP METHOD
Marshall Miller & Associates
200 400 600 000 1000 1200 1400
DISTANCE IN FEET

REAME (ROTATIONAL EQUILIBRIUM ANALYSIS OF MULTILAYERED EARTHWORKS)
INPUT FILE NAME-C:\Users\earl.chornsbay\Desktop\check\l.DAT
TITLE -Topsoil Pile Stability Analysis
NO. OF STATIC AND SEISMIC CASES (NCASE) = 1
NO. OF NONCIRCULAR FAILURE SURFACES (NNS) = 0
TWO-DIMENSIONAL ANALYSIS ( THREED = 0 )
ANALYSIS BY DETERMINISTIC METHOD ( PROB = 0 }
CASE NO. 1 SEISMIC COEFFICIENT (SEIC) =0.000
NO. OF BOUNDARY LINES (NBL) = 2
NO.
OF POINTS
ON BOUNDARY
LINE 1 = 35
1
X
COORD.=
0
Y
COORD.=
46.27
2
X
COORD.=
44.8
Y
COORD.=
46
3
X
COORD.=
49.6
Y
COORD.=
52.04
4
X
COORD.=
64
Y
COORD.=
53.38
5
X
COORD.=
72
Y
COORD.=
56.23
6
X
COORD.=
104
Y
COORD.=
74.31
7
X
COORD.=
117.154
Y
COORD.=
80.36
8
X
COORD.=
123.164
Y
COORD.=
77.327
9
X
COORD.=
129.175
Y
COORD.=
80.294
10
X
COORD.=
143.154
Y
COORD.=
80
11
X
COORD.=
183.178
Y
COORD.=
100
12
X
COORD.=
193.624
Y
COORD.=
97
13
X
COORD.=
203.191
Y
COORD.=
100
14
X
COORD.=
210.202
Y
COORD.=
103.505
15
X
COORD.=
316.8
Y
COORD.=
106.65
16
X
COORD.=
348.8
Y
COORD.=
107.65
17
X
COORD.=
355.2
Y
COORD.=
109.91
18
X
COORD.=
401.6
Y
COORD.=
110.52
19
X
COORD.=
491.2
Y
COORD.=
109.36
20
X
COORD.=
584.92
Y
COORD.=
108.05
21
X
COORD.=
648.92
Y
COORD.=
106
22
X
COORD.=
711.32
Y
COORD.=
101.94
23
X
COORD.=
754.52
Y
COORD.=
97.97
24
X
COORD.=
794.52
Y
COORD.=
95.93
25
X
COORD.=
861.72
Y
COORD.=
87.79
26
X
COORD.=
925.72
Y
COORD.=
77.95
27
X
COORD.=
954.52
Y
COORD.=
71.85
28
X
COORD.=
970.52
Y
COORD.=
68.21
29
X
COORD.=
992.562
Y
COORD.=
63.708

30
X
COORD.=
1002.335
Y
COORD.=
66.612
31
X
COORD.=
1034.142
Y
COORD.=
51
32
X
COORD.=
1083.806
Y
COORD.=
51
33
X
COORD.=
1086.004
Y
COORD.=
52.084
34
X
COORD.=
1134.6
Y
COORD.=
50.82
35
X
COORD.=
1224.48
Y
COORD.=
48.97
NO.
OF
POINTS
ON BOUNDARY
LINE 2 = 44
1
X
COORD.=
0
Y
COORD.=
46.27
2
X
COORD.=
44.8
Y
COORD.=
46
3
X
COORD.=
49.6
Y
COORD.=
52.04
4
X
COORD.=
64
Y
COORD.=
53.38
5
X
COORD.=
72
Y
COORD.=
56.23
6
X
COORD.=
104
Y
COORD.=
74.31
7
X
COORD.=
117.154
Y
COORD.=
80.36
8
X
COORD.=
123.164
Y
COORD.=
77.327
9
X
COORD.=
129.175
Y
COORD.=
80.294
10
X
COORD.=
143.154
Y
COORD.=
80
11
X
COORD.=
183.178
Y
COORD.=
100
12
X
COORD.=
193.624
Y
COORD.=
97
13
X
COORD.=
203.191
Y
COORD.=
100
14
X
COORD.=
243.206
Y
COORD.=
120
15
X
COORD.=
253.652
Y
COORD.=
117
16
X
COORD.=
263.209
Y
COORD.=
120
17
X
COORD.=
303.218
Y
COORD.=
140
18
X
COORD.=
313.664
Y
COORD.=
137
19
X
COORD.=
323.23
Y
COORD.=
140
20
X
COORD.=
363.253
Y
COORD.=
160
21
X
COORD.=
383.265
Y
COORD.=
160
22
X
COORD.=
712.049
Y
COORD.=
160
23
X
COORD.=
752.583
Y
COORD.=
140
24
X
COORD.=
763.029
Y
COORD.=
137
25
X
COORD.=
772.85
Y
COORD.=
140
26
X
COORD.=
813.383
Y
COORD.=
120
27
X
COORD.=
823.829
Y
COORD.=
117
28
X
COORD.=
833.65
Y
COORD.=
120
29
X
COORD.=
874.184
Y
COORD.=
100
30
X
COORD.=
884.63
Y
COORD.=
97
31
X
COORD.=
894.451
Y
COORD.=
100
32
X
COORD.=
934.986
Y
COORD.=
80
33
X
COORD.=
945.432
Y
COORD.=
77
34
X
COORD.=
955.253
Y
COORD.=
80
35
X
COORD.=
982.116
Y
COORD.=
66.708
36
X
COORD.=
992.562
Y
COORD.=
63.708
37
X
COORD.=
1002.335
Y
COORD.=
66.612
38
X
COORD.=
1034.142
Y
COORD.=
51
39
X
COORD.=
1083.806
Y
COORD.=
51
40
X
COORD.=
1086.004
Y
COORD.=
52.084
41
X
COORD.=
1102.05
Y
COORD.=
60
42
X
COORD.=
1116.24
Y
COORD.=
60

43 X COORD.= 1134.6 Y COORD.= 50.82
44 X COORD.= 1224.48 Y COORD.= 48.97
LINE NO. AND SLOPE OF EACH SEGMENT ARE:
1 -0.006
1.258
0.093
0.356
0.565
0.460
-0.505
0.494
-0.021
0.500
-0.287
0.314
0.500
0.030
0.031
0.353
0.013
-0.013
-0.014
-0.032
-0.065
-0.092
-0.051
-0.121
-0.154
-0.212
-0.228
-0.204
0.297
-0.491
0.000
0.493
-0.026
-0.021
2 -0.006
1.258
0.093
0.356
0.565
0.460
-0.505
0.494
-0.021
0.500
-0.287
0.314
0.500
-0.287
0.314
0.500
-0.287
0.314
0.500
0.000
0.000
-0.493
-0.287
0.305
-0.493
-0.287
0.305
-0.493
-0.287
0.305
-0.493
-0.287
0.305
-0.495
-0.287
0.297
-0.491
0.000
0.493
0.493
0.000
-0.500
-0.021
MIN. DEPTH OF TALLEST SLICE (DMIN) = 10
NO. OF RADIUS CONTROL ZONES (NRCZ) = 1
RADIUS DECREMENT (RDEC) FOR ZONE 1 = 0
NO. OF CIRCLES (NCIR) FOR ZONE 1 = 5
NO. OF BOTTOM LINES (NOL) FOR ZONE 1 = 1
LINE NO. (LINO) BEG. NO. (NBP) END NO. (NEP)
1 1 35
ENGLISH UNITS ARE USED WITH DISTANCE IN FEET AND FORCE IN POUND.
SOIL ENVELOPE COHESION FRIC. ANGLE UNIT WEIGHT
No. (TSSE) (C) (PHID) (G)
1 1 0.000 40.000 120.000
NO SEEPAGE
USE GRID
NO. OF SLICES (NSLI) = 10
NO. OF ADD. CIRCLES (NAC) = 3
ANALYSIS BY SIMPLIFIED BISHOP METHOD (MTHD=2)
NUMBER OF FORCES (NFO)= 0
SOFT SOIL NUMBER (SSN)= 0
INPUT COORD. OF GRID POINTS 1,2,AND 3
POINT 1 X COORD. =-80 Y COORD. = 985
POINT 2 X COORD. =-80 Y COORD. = 60
POINT 3 X COORD. = 660 Y COORD. = 60
X INCREMENT (XINC) = 24 Y INCREMENT (YINC) = 24
NO. OF DIVISIONS BETWEEN POINTS 1 AND 2 (ND12) = 5
NO. OF DIVISIONS BETWEEN POINTS 2 AND 3 (ND23) = 4

ONLY A SUMMARY TABLE IS PRINTED (NPRT = 0)
SLICES WILL BE SUBDIVIDED
AUTOMATIC SEARCH WILL FOLLOW AFTER GRID
IN THE FOLLOWING TABLE WARNING INDICATES HOW MANY TIMES THE
MAXIMUM RADIUS IS LIMITED BY THE END POINTS OF GROUND LINES
CENTER X
CENTER Y
NO.
OF CIRCLE
LOWEST
WARNING
COORDINATE
COORDINATE
TOTAL
CRITIC.
RADIUS
F.S.
-80.0
985.0
1
1
923.303
1000.000
0
-80.0
800.0
1
1
746.158
1000.000
0
-80.0
615.0
1
1
569.833
1000.000
0
-80.0
430.0
1
1
391.981
1000.000
0
-80.0
245.0
1
1
214.228
1000.000
0
-80.0
60.0
1
1
81.170
1000.000
0
105.0
985.0
6
6
874.950
2.962
0
105.0
800.0
7
2
701.306
2.688
0
105.0
615.0
1
1
520.900
1000.000
0
105.0
430.0
1
1
339.134
1000.000
0
105.0
245.0
1
1
164.653
1000.000
0
105.0
60.0
1
1
12.951
1000.000
0
290.0
985.0
7
1
877.516
6.584
0
290.0
800.0
10
2
683.366
5.834
0
290.0
615.0
7
5
477.680
4.699
0
290.0
430.0
7
7
290.821
3.269
0
290.0
245.0
5
5
117.467
2.653
0
290.0
60.0
1
0
45.839
1000.000
0
475.0
985.0
5
1
875.357
24.726
0
475.0
800.0
4
1
690.372
23.686
0
475.0
615.0
4
1
505.388
25.692
0
475.0
430.0
3
1
320.403
42.717
0
475.0
245.0
1
1
135.419
1000.000
0
475.0
60.0
1
0
49.566
1000.000
0
660.0
985.0
5
1
878.904
13.008
0
660.0
800.0
5
1
693.999
12.710
0
660.0
615.0
5
1
509.094
12.667
0
660.0
430.0
5
1
324.189
13.233
0
660.0
245.0
4
1
139.426
19.301
0
660.0
60.0
1
0
45.184
1000.000
0
LOWEST FACTOR OF SAFETY AT EACH GRID POINT IS TABULATED BELOW
-6181"o��I�Y� %1�%I%I%1�� ]- I%I >�► 11Ri I•Z%=�l�-I I%=��s)[•I•Is,
985.000
1000.000
2.962
6.584
24.726
13.008
800.000
1000.000
2.688
5.834
23.686
12.710
615.000
1000.000
1000.000
4.699
25.692
12.667
430.000
1000.000
1000.000
3.269
42.717
13.233

:wss
10(1)(01i1g_L4ill *19+1,11&f I:li1914KII^)(►1c=W*1i7k14*1
FACTOR
OF
SAFETY =
2.688 AT
(105.000,800.000)
FACTOR
OF
SAFETY =
12.667 AT
(660.000,615.000)
FACTOR
OF
SAFETY =
2.653 AT
(290.000,245.000)
AUTOMATIC SEARCH WILL BE MADE ONLY ON THE CENTER WITH THE SMALLEST F.S.
FACTORS OF SAFETY BASED ON SEARCH
IN THE FOLLOWING TABLE WARNING INDICATES HOW MANY TIMES THE
MAXIMUM RADIUS IS LIMITED BY THE END POINTS OF GROUND LINES
CENTER X
CENTER Y
NO.
OF CIRCLE
LOWEST
WARNING
COORDINATE COORDINATE
TOTAL
CRITIC.
RADIUS
F.S.
290.0
245.0
5
5
117.467
2.653
0
314.0
245.0
5
4
114.179
3.044
0
266.0
245.0
10
3
128.433
2.583
0
242.0
245.0
5
5
130.894
2.749
0
266.0
269.0
10
8
150.495
2.511
0
266.0
293.0
5
4
169.584
2.518
0
290.0
269.0
6
6
139.694
2.655
0
242.0
269.0
4
1
164.485
2.800
0
272.0
269.0
5
4
145.074
2.562
0
260.0
269.0
10
8
151.396
2.499
0
254.0
269.0
10
9
151.101
2.553
0
260.0
275.0
10
8
157.261
2.484
0
260.0
281.0
10
8
163.136
2.477
0
260.0
287.0
4
4
164.712
2.531
0
266.0
281.0
5
4
157.807
2.532
0
254.0
281.0
10
9
162.735
2.496
0
AT POINT
(260.0 , 281.0)
RADIUS
163.136
THE MINIMUM FACTOR OF SAFETY IS 2.477
SUMMARY OF SLICE INFORMATION FOR MOST CRITICAL FAILURE SURFACE
SL.
SOIL
SLICE
SLICE
WATER
BOTTOM
TOTAL
EFFEC.
RESIS.
DRIVING
NO.
NO.
WIDTH
HEIGHT
HEIGHT
SINE
WEIGHT
WEIGHT
MOMENT
MOMENT
1
1
6.686
1.086
0.000
-.001
.872E+03
.872E+03
.119E+06
-.117E+03
2
1
4.604
3.193
0.000
.034
.176E+04
.176E+04
.241E+06
.972E+04
3
1
11.289
6.703
0.000
.082
.908E+04
.908E+04
.124E+07
.122E+06
4
1
11.289
11.014
0.000
.152
.149E+05
.149E+05
.202E+07
.369E+06
5
1
11.289
14.516
0.000
.221
.197E+05
.197E+05
.263E+07
.709E+06
6
1
1.537
16.132
0.000
.260
.298E+04
.298E+04
.393E+06
.126E+06

7
1
9.753
13.485
0.000
.295
.158E+05
.158E+05
.206E+07
.759E+06
8
1
0.693
10.277
0.000
.327
.855E+03
.855E+03
.111E+06
.456E+05
9
1
9.566
9.806
0.000
.358
.113E+05
.113E+05
.144E+07
.658E+06
10
1
1.030
9.423
0.000
.391
.116E+04
.116E+04
.147E+06
.742E+05
11
1
11.289
9.735
0.000
.429
.132E+05
.132E+05
.163E+07
.922E+06
12
1
11.289
9.472
0.000
.498
.128E+05
.128E+05
.152E+07
.104E+07
13
1
11.289
8.006
0.000
.567
.108E+05
.108E+05
.122E+07
.100E+07
14
1
5.125
6.073
0.000
.617
.373E+04
.373E+04
.402E+06
.376E+06
15
1
6.165
2.718
0.000
.652
.201E+04
.201E+04
.209E+06
.214E+06
SUM
.154E+08
.643E+07
AT CENTER (260.000 , 281.000) WITH RADIUS 163.136 AND SEIS. COEFF. 0.00
FACTOR OF SAFETY BY NORMAL METHOD IS 2.393
FACTOR OF SAFETY BY SIMPLIFIED BISHOP METHOD IS 2.477
SUMMARY OF STABILITY ANALYSIS
FACTOR OF FAFETY IS DETERMINED BY SIMPLIFIED BISHOP METHOD
NUMBER OF CASES = 1
CASE 1 SEISMIC COEFFICIENT = 0
FACTOR OF SAFETY BASED ON 2D ANALYSIS = 2.477