Appendix G.2-G.3

Piedmont Lithium Carolinas,Inc. I Response to DEMLR Additional Information Request
Appendix G Response to DEMLR Mooresville Regional Office Comments
2 Concentrate Operations Drawings
(Sheets 1 -34)

Piedmont Lithium Carolinas,Inc. I Response to DEMLR Additional Information Request
Appendix G Response to DEMLR Mooresville Regional Office Comments
3. 1 Piedmont Lithium Carolinas Mine #1 Pit
Sequencing Specifications (Sheets 1 -4)

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Piedmont Lithium
Carolinas Mine #1 Pit
Sequencing
Specifications

Piedmont Lithium Carolinas Mine#1 Pit Sequencing Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 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 (Sheet 1 of Attachment 1). Plan View Maps for the four (4)
proposed mine pits are provided in this section. 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, sound walls, 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 Attachment 2.
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 silt fence, temporary diversion/sediment ditches,
sediment traps, sediment ditches, and pit dewatering ponds shall be constructed. The location,
design, and construction requirements for each structure is presented in the permit application.
Temporary Diversion/Sediment Ditches will be constructed around the proposed pits prior to
disturbance of the pit areas (Attachment 2 Sheet 34 of 34). These diversions will intercept
surface flow to prevent it from leaving the area and will allow sediment to settle prior to
discharge. The temporary ditches will remain until the pit area size is adequate to hold water to
be pumped to the designed Pit Dewatering Ponds. 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 Attachment
1 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., greater
MARSHALL MILLER&ASSOCIATES,IN[. 1

Piedmont Lithium Carolinas Mine#1 Pit Sequencing Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► August 2021
than 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
be removed as each pit advances. Topsoil and select cover soil materials shall be stockpiled for future
use as final cover for reclamation.
The plan for disposal of clearing and grubbing material would be to contact the County Fire Marshall to
obtain a burning permit. As a secondary measure, if burning is not allowed due to dry periods or air
quality, materials would be disposed of in a demolition landfill. As part of this plan, the third option
would be to shred the material and sell the resultant mulching product. 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.
Prior to mining in each pit, the associated pit dewatering pond will be constructed and temporary
diversion/sediment ditch 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
(Attachment 2).
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
Attachment 1).
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&ASSOCIATES INc. 2

Piedmont Lithium Carolinas, Inc. I Response to DEMLR Additional Information Request
Appendix G Response to DEMLR Mooresville Regional Office Comments
3.2 Road and Conveyor Construction
Specifications

Concentrate
Operations Road and
Conveyor Construction
Specifications

Concentrate Operations Road and Conveyor Construction Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► �� December 2021
Table of Contents
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............................................................................................... 1
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
10 Concentrate Operations Pump Around System for In-stream Culvert Construction................4
MARSHALL MILLER&ASSOCIATES,INC. I

Concentrate Operations Road and Conveyor Construction Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 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 (Attachment
1). Profiles and cross sections are included on Road and Conveyor Profiles and Cross Sections
(Attachment 2).
> 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 2H:1V (Horizontal:Vertical) in soil. 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 and the Road and Conveyor Profiles and Details Sheets,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.
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.
MARSHALL MILLER&ASSOCIATES,IN[. 1

Concentrate Operations Road and Conveyor Construction Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
4 Culverts, Bridges, and Low-Water Crossing
All culverts and stream crossings shall be installed beneath roadways at the approximate locations as
shown on the drawings. Stream Crossing No. 1 and Stream Crossing No. 2 proposed in this application
will be constructed outside of the stream ordinary high water mark and no stream impacts are
anticipated. Two culverts proposed to be placed in-stream are located in jurisdictional waters that are
approved to be impacted under the 401/404 permit. These approved streams to be impacted are
shown on the Site/Mine Map.
5 Drainage Ditches and Structures
The appropriate road ditches and sediment traps will be installed at the approximate locations as
shown on the drawings. See Attachment 2 and Attachment 3 for design details.
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
►►' ►► December 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.
MARSHALL MILLER&ASSOCIATES,IN[. 3

Concentrate Operations Road and Conveyor Construction Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
10 Concentrate Operations Pump Around System for In-stream
Culvert Construction
During the construction of in-stream culverts for the Concentrate Operations, dewatering of the work
area will be required to work "in the dry". A pump around system will be employed to divert the inflow
of water around the work site and discharge in a stable manner downstream of the working area.
Construction of in-stream culverts should be conducted during low flow periods.
Prior to culvert construction in-stream, a coffer dam will be constructed, along with a pump and pipe
to divert the stream from the mouth of the proposed culvert around the active work site. Any loose
stream bed material shall be removed and replaced with dry cohesive materials from the culvert
excavation to conform to the profile grades for the in-stream culvert. The pump size will be adequate
to pump the flow from the coffer dam to the discharge location.
Major work items include the following:
> Bypass pump and temporary piping should be set up with the outlet of the temporary pipe
located to minimize erosion at the discharge site.The pump and piping should then be securely
anchored, and outlet protection installed. The pump intake should be screened to prevent
aquatic species from becoming entrained.
> Construct coffer dam or impervious dike upstream of work site. Activate bypass pump to check
system for malfunction or leaks.
Routine inspections of the pump around system will be required to ensure proper operation.The coffer
dam will also require routine inspection for leaks and the discharge location for erosion. Upon
completion of the culvert construction, remove the coffer dam, bypass pump, and temporary pipe.
MARSHALL MILLER&ASSOCIATES,IN[. 4

DISCHARGE
HOSE/PIPE
FLOW
PUMP
SYSTEM
OUTLET PROTECTION
_FLOW --FLOW
_71�_
TOP OF
BANK
IN-STREAM COFFER DAM
SILT FENCE CULVERT
WORK AREA
Drawn: CH
Prepared By. Checked: MW TYPICAL BYPASS PUMPING
Date: 12/01/21
• Sale: N.T.S. DETAIL
Project No.: PLIT109 (NOT TO SCALE)
File No. BYPASSPUMP

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CARPE�T�RST�ft1L ACCESS ROAD
pRL1�

Piedmont Lithium Carolinas, Inc. I Response to DEMLR Additional Information Request
Appendix G Response to DEMLR Mooresville Regional Office Comments
3.3 Ditch General Construction Specifications

Concentrate
Operations Ditch
General Construction
Specifications

Concentrate Operations Ditch General Construction Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
Table of Contents
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
MARSHALL MILLER&ASSOCIATES,INC. i

Concentrate Operations Ditch General Construction Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 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 Attachment 2 and Attachment 3. of this package. The indicated design
depths are minimum requirements; the actual depths may be greater. Excavation will be to the lines
and grades of the foundation as shown on the plans. Compact all fills along the channel to minimize
sediment. Upon completion of the structure, vegetate all disturbed areas per the plans included in this
permit application to protect against soil erosion. 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 Rock Riprap Lining
Rock riprap lining, where proposed, 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. 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. Material that will slake in water shall not be used.
5 Grouted Rock Riprap Lining
Grouted rock riprap lining, where proposed, 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
MARSHALL MILLER&ASSOCIATES,IN[. 1

Concentrate Operations Ditch General Construction Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
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.
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.
MARSHALL MILLER&ASSOCIATES,IN[. 2

Piedmont Lithium Carolinas,Inc. I Response to DEMLR Additional Information Request
Appendix G Response to DEMLR Mooresville Regional Office Comments
3.4 Sediment Structures — General
Construction Specifications

Concentrate Operations
Sediment Structures /
General Construction
Specifications
HKLLNNLLER
SOLI ES

Concentrate Operations Sediment Structures/General Construction Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
Table of Contents
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. i

Concentrate Operations Sediment Structures/General Construction Specifications,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 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 Attachment 2 and Attachment 3. of this
package. The indicated design depths are minimum requirements; the actual depths may be greater.
Excavation will be to the lines and grades of the foundation as shown on the plans. Compact all fills
along the channel to minimize sediment. Upon completion of the structure,vegetate all disturbed areas
per the plans included in this permit application to protect against soil erosion. 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, where proposed, 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.
MARSHALL MILLER&ASSOCIATES,INc. 1

Piedmont Lithium Carolinas,Inc. I Response to DEMLR Additional Information Request
Appendix G Response to DEMLR Mooresville Regional Office Comments
3.5 Guideline Technical Specifications for the
Waste Rock Pile

Concentrate Operations
Guideline Technical
Specifications for Waste
Rock Disposal Areas

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 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 ......................................................................................................................6
2.6 Grouted Rock Riprap ........................................................................................................6
3 Waste Rock Disposal Site Revegetation..................................................................................7
3.1 Ditch Soil Lining................................................................................................................7
3.2 Waste Rock Disposal Sites................................................................................................7
4 Monitoring and Maintenance.................................................................................................7
4.1 Waste Rock Quantities.....................................................................................................7
4.2 General Observations.......................................................................................................7
4.3 Maintenance ....................................................................................................................8
4.4 Data Review .....................................................................................................................8
MARSHALL MILLER&ASSOc1ATE5,INc. i

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Area,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 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 (Attachment 1). Detailed design drawings for the disposal site are provided in Attachment 2.
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 Attachment 2. 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 site. 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.
MARSHALL MILLER&ASSOCIATES,IN[. 1

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 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 Attachment 2.
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 Attachment 1 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 site.
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. Specific design details for each drainage structure (i.e., sediment basins,
ditches, benches, and flumes) is provided in the Attachment 2 and Attachment 3.6 of this
package.
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.
MARSHALL MILLER&ASSOCIATES,IN[. 2

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
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 (Attachment 2).
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 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
Attachment 2. The underdrain outlets shall discharge into the appropriate sediment basin as
shown on the detail drawings located in Attachment 2. 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. Rock— Rock shall be clean, durable and unweathered material. Size gradation for the rock shall
consist of at least 50% rock measuring twelve inches to twenty-four inches at its intermediate
axis. The 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. The
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
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.
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Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
Table 1: Minimum Average Roll Values (MARV)
For Non-woven Geotextile Fabrics
Minimum Average
Roll Values
Properties Test Method Unit 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 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 EE WRAPPED IN FILTER CLOTH
MIRAR 140N OR EQUIVALENT
24"0 MAX.ROCK MIN.2'OVERLAP
3"CUSHION OF
5'
3"0(MAX.)ROCK -----------------------
i
1d
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,
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.
MARSHALL MILLER&AssoclATES INc. 4

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
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 Attachment 2 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
Attachment 2. 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 Attachment 2. 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 Attachment 2. 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. See detail below for typical flume.
MARSHALL MILLER&ASSOCIATES,IN[. 5

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
INSTALL ENERGY DISSIPATER AT ALL
FLVMF TO BENCH 1Nn FSECTIGN$
BENCH
f2OIV
--------------------
DRIVE THRU
ROAD --' - ROAD CROSSING
FLOW
FLOW
❑ITCH DUTSLO�E
ENERGY DISSIPATER
ROCK R1P RAP D,.;=18
BENCH
i
2.5 Rock Riprap
Rock riprap lining, where proposed, 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.
2.6 Grouted Rock Riprap
Grouted rock riprap lining, where proposed, 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
MARSHALL MILLER&AssoclATES INC. 6

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
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.
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.
G. 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.
MARSHALL MILLER&ASSOCIATES,IN[. 7

Concentrate Operations Guideline Technical Specifications for Waste Rock Disposal Areas,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
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 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&ASSOCIATES INc. 8

Piedmont Lithium Carolinas, Inc. I Response to DEMLR Additional Information Request
Appendix G Response to DEMLR Mooresville Regional Office Comments
3.6 Concentrate Operations Drainage
Calculations

Drainage
Calculations for
Concentrate
Operations

Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
► M December 2021
Table of Contents
Waste Rock Pile— Phase 1
Waste Rock Pile— Phase 2
Topsoil Storage Pile
Plant Pad Area
Haul Roads
Emulsion Storage and Bulk Truck Parking Area
Culvert Design
Screening Berm / Pond Access Road Sediment Trap, Screening Berm Sediment Ditch, and Diversion
Ditch Details
MARSHALL MILLER&ASSOCIATES,INC.

Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► December 2021
The Erosion and Sediment Control (ESC) structures have been designed for the maximum
disturbance for each drainage area. The 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.
The In-Stream Culverts are designed on a 100-year, 24-hour storm event. All sediment structures
have a design height of 15 feet or less and a maximum impoundment capacity of less than 50
acre-feet.
Temporary Diversion Ditches will be constructed around the proposed pits prior to disturbance of
the pit areas. These diversions will intercept surface flow to prevent it from leaving the area. The
temporary ditches will remain until the pit area size is adequate to hold water to be pumped to
the designed Pit Dewatering Ponds. Surface flow from the temporary ditches will be directed to
Pit Dewatering Ponds until the pit area size is adequate to hold water. Detail for Temporary
Ditches are located within Attachment 2 of this package on Sheet 34 of 34.
The Pit Dewatering Ponds have been over-designed to provide storage for the combination of the
maximum expected pit dewatering activities (-2,300 gallons per minute) and a 100-year, 24-hour
storm event. The Pit Dewatering Ponds are designed to store approximately 1,000,000 gallons of
water from the pit area as needed during operations. The Pit Dewatering Pond spillways are
designed to discharge 100 cubic feet per second, which exceeds the combination of the 100-year,
24-hour storm event flow of 44.01 cubic feet per second and 2,300 gallons per minute (6.15 cubic
feet per second) pumped flow. The Pit Dewatering Ponds are designed with a level bottom and
an earthen dam with rock spillway to capture and retain flow, allowing time for sediment to
settle and water to discharge only from the top of the structure at the spillway location. The
earthen dam portion of the Pit Dewatering Ponds are designed to function much like a skimmer
in that the volume of water is held internal to the dam and discharged from the top elevation of
the dam to allow for maximum settlement time. The detail sheet for the Pit Dewatering Ponds
associated with the Concentrate Operation is located within Attachment 2 of this package on
Sheet 34 of 34.
ESC structures will be cleaned out at 50% capacity and are designed with 1 foot of freeboard per
regulations. The Sediment Basins and Sediment Traps have been designed to meet a required
surface area of 435 square feet per calculated cubic feet per second of Q25 peak flow, as well as
storage volume of 3600 cubic feet per disturbed acre which doubles the capacity for sediment
storage for each Sediment Basin and Sediment Trap. This over design in sediment capacity will
assist in the event of a 25-year storm with expanded storage area within the structure to slow
and retain flow to create an adequate flow path/settling time through the structure.
Sediment Basins are designed with a level bottom and a non-perforated riser. All risers are 72
inch square concrete risers with heights ranging from 4 feet for Sediment Basin SB-17 which has a
required volume of 18,036 cubic feet at 3600 cubic feet per disturbed acre and a provided
volume of 35,129 cubic feet; to a heigh of 8.27 for Sediment Basin SB-11 which has a required
volume of 13,500 cubic feet at 3600 cubic feet per disturbed acre and a provided volume of
52,881 cubic feet. Sediment Basin Details are located in Attachment 2 of this package on Sheets 9
through 25 of 34).
MARSHALL MILLER&ASSOCIATES INc.

Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' ►► ...`: December 2021
Sediment Traps are associated with the designed haul roads, access roads, screening berms, and
the magazine location. The Sediment Traps are designed with a level bottom and an earthen dam
with rock spillway to capture a 25-yr, 24-hour storm event and retain flow, allowing time for
sediment to settle and water to discharge only from the top of the structure at the spillway
location. The earthen dam portion of the Sediment Traps are designed to function much like a
skimmer in that the volume of water is held internal to the dam and discharged from the top
elevation of the dam to allow for maximum settlement time. Each Sediment Trap is designed to
meet a required surface area of 435 square feet per calculated cubic feet per second of Q25 peak
flow, as well as storage volume of 3600 cubic feet per disturbed acre which doubles the capacity
for sediment storage. While drainage areas for the Sediment Traps range from 0.29 disturbed
acres (Sediment Trap ST-28 which has a required volume of 1,044 cubic feet at 3600 cubic feet
per disturbed acre and a provided volume of 10,245 cubic feet) to 9.09 disturbed acres (Sediment
Trap ST-1 which has a required volume of 13,482 cubic feet at 3600 cubic feet per disturbed acre
and a provided volume of 43,661 cubic feet), the elevated spillway and overdesign of storage
volume provides retention time within the designed structures. The detail sheets for each
Sediment Trap associated with the Concentrate Operation is located within Attachment 3.6 of
this package.
Typical Sediment Trap Cross Section:
Normal Pool El.—. SPILLWAY
50%Cleanout El.
BOTTOM OF TRAP
A Summary of the associated drainage area, design storm, calculated Q25 flow, required surface
area, required volume, provided surface area, and provided volume for each ESC structure is
included on the Drainage Analysis Map (Sheet 8 of 34) in Attachment 2 of this package. Insets of
the Drainage Analysis Map have also been provided in Attachment 2 (Sheets 8A through 8J).
Additional details can be found on the Detail Sheets located in Attachment 2 of this package on
Sheets 32 through 34 of 34. The drainage structures designed for the Concentrate Operations site
will be constructed prior to disturbance within the applicable drainage area and have been
designed on maximum flow and disturbance for activities within the applicable drainage area
MARSHALL MILLER&ASSOCIATES INc.

Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
December 2021
E=4-lqt�
Waste Rock Pile — Phase 1
• 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
Piedmont Lithium Carolinas,, Inc.
Gaston County, North Carolina
IOW
Stormwater Management Plan
Phase I Waste Rock Pile
Drainage Area(s): 1, 2, 3, 3A, 4, 4A, 4B, 51616A, 7, 8, 9, 10, 11,
I2, I3, I4, I5, I6, I7, IS, I9, 20, 2I, 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 PILE 25 YR sc4 Printed 08-05-2021

SEDCAD 4 for Windows
ionst--min c­i. 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
3
Structure Networking;
Stru (flows 5tru Musk- K
Type # Into) # (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 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
4
Type Stru (flows Stru Musk. K Musk.X Description
# into) # (hrs)
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
Nu/1
I!fl
#20
Null
#21
Null
#34
Null
#19
Null
#18
Null
#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
#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
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4 #28
Null
038
Null
Filename: PHASE 1 WASTE ROCK PILE 25 YR sc4 Prinked 08-05-2021

SEDCAD 4 for Windows
Structure Summary:
Immediate Total peak Total
ContributingContributing Area Discharge Runoff Volume
(ac) (ac) (cl'S) (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 Peak Total
Contributing Contributing Discharge Runoff
Area Area 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
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Structure Detail;
Stru� #43(Null
DA-26a
.Structure #2 '(Nrl
DA-26
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DA-27
Structure #37(Nulls
SED BASIN 10 OUTLET
Structure #25(Tull
DA 25
Structure #24(Nulls
DA 24
56ructure #36 Mull)
SED BASIN 9 OUTLEr
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
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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(l4rull
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
Structure #39(Nulls
DA-6a
.Structure #7 LNul1
DA-7
Structure #8(Nulls
DA-8
Structure #30(Nulls
SED BASIN 3 OUTLET
Structure #41 (Nulls
DA-3a
structure #S Nu
DA 5
Structure #6(Nulls
DA-6
Structure #1ull
DA-1
Structure #3(Nulls
DA-3
Structure #2_.9 Null]
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
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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
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40
Subwateished Hydrology Detail:
Time of Peak Runoff
Stru SW5 SWS Area Conc Musk K Musk X Curve UHS Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#43 1 0.440 0.015 0.000 0.000 86.000 M 1.91 0.169
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
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
SWS Area Time of Musk K Curve Peak Runoff
Stru 5W5 Conc Musk X UP5 Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#17 1 0.800 0.013 0.000 0.000 86.000 M 3.47 0.308
E 3.920 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
E 0.640 2.77 0.247
#10 1 0.650 0.044 0.000 0.000 86.000 M 2.82 0.251
E 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
E 9.390 40.68 3.626
#40 1 1.900 0.009 0.000 0.000 86.000 M 8.23 0.734
Y. 1.900 8.23 0.734
#39 1 3.780 0.011 0.000 0.000 86.000 M 16.38 1.460
E 3.780 16.38 1.460
#7 1 0.730 0.028 0.000 0.000 86.00O M 3.16 0.281
E 6.410 27.77 2.475
#8 1 2.480 0.032 0.000 0.000 86.000 M 10.74 0.958
E 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
E 17.130 74.21 6.615
#6 1 0.350 0.020 0.000 0.000 86.000 M 1.52 0.134
E 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
5W5 Area Time of Musk K Curve Peak Runoff
#S SWS Conc Musk X UHS Discharge Volume
# # (ac) (hre) (hrs) Number (CFS) (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 Vert.Dist. Horiz. Dist. Velocity
# # Land Flaw Condition Slope(°/u) (ft) (ft) (fps) Time{hrs)
#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 l4.00 2.120 0.001
flowing 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
flawing 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
flawing 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 4 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
8. Large gullies, diversions,and low 3.80 7.29 192.00 5.840 0.009
F-- flowing 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 Vert. Dist Horiz. Dist. velocity
# # Land Flaw Condition Slope{%) (Ft) (ft) (fps) Time(hrs)
#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 low 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 37.00 187.59 506.99 18.240 0.007
flowing streams
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 37.00 115.07 311.00 18.240 0.004
flowing streams
*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 3.30 6.66 201.81 5.440 0.010
flowing streams
#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 0.110
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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Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
December 2021
E=4-lqt�
Waste Rock Pile — Phase 2
• Waste Rock Pile— Phase 2 Sedcad and Weighted Curve Sheets
MARSHALL MILLER&ASSOCIATES INC.

SEDCAD 4 for Windows
f nrn.rinM loop.7iHn P—g. I Gh—h
1
Piedmont Lithium Carolinas., Inc.
Gaston Countv, North Carolina
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, 24, 25, 26, 26A
and 27
Storm Event: 25-Year/24 Hour
MM&A 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'rex,rnh l000 7n1II Oa.nsla l C�hr•nh
L
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
f`nrx.rinl.l 1GPQ Al11l1 Pameh I C�hunh
Structure Networking;
Type Stru (flows Stru Musk. K Musk.X Description
# into) # (hrs)
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
Type Stru (flows Stru Musk. K Musk. X Description
# Into) # (hrs)
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
#26
NuII
#27
Null
#37 a
Nul/ i
19 #25
NuII
4 #24
Null
#36
Null
4i #22
NuII
#23
Null
4 #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`n.w,rv.hf 1oGC �mn ov.nels 1 Cr•h�.,�ah
#15
Null
#11
Null
014
Null
#10
Null
#12
Null
4 #31
Null
4 #40
Null
4 #39
Null
#13
Null
#7
Null
#8
Null
#30
Null
#41
Null
#5
Null
#6
Null
#1
Null
#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
1"'n.n.ri.•hf fOOil.7l11 f5 Oemel� � Crhu.el.
7
Structure Summary:
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (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.9MA Oomele 1 Crh.•roh p
S}
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
f n-mo SOOFI min o-i. I Crhrsh
Structure Detail.-
Structure #43 Null,
DA 26a
Str aura #26 NuII)
DA 26
Structure #2. (Null)
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
Stact r #22 ill'
DA-22
Structure #23 uIIJ
DA-23
,Structure #. Nu
5ED BASIN 8 OUTLET
Structure #ZQ Null
DA 20
Structure #21 Null
DA 21
tru re #.34 Null
SED BASIN 7 OUTLET
Filename PHASE 2 WASTE ROCK PILE 25 YR sW Printed 08-16-2021

SEDCAD 4 for Windows
rr,,,,.—Ht Iona oMn oa.noe 1 Ghunh
� cu;ure #19_fNuIV
DA-19
. tract rue #1 INu
DA-18
Structure #33(Nulls
SED BASIN 6 OUTLET
Structure #1 N�rll
DA-16
r K tua#1ZN_ul1V
DA-17
S�lrixture #32;fNull�
SED BASIN 5 OUTLET
'tru_ct- +� #15-iW1
DA-15
Structure #11 (Nulls
DA-11
Structure #14 N 11
DA-14
,structure #10
DA-10
#12 Null
DA-12
tr r #3_I_;Null)
SED BASIN 4 OUTLET
,tri�ctua, #40 Null
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
trvjA re.#41 Null1
DA-3a
,Structure #5(Nulls
DA-5
structure #6(Na
DA-6 - 4
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 Ynin PemWe 1 cz vh—h ry
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.-
Time of Peak Runoff
Stru SW5 SWS Area COnc Musk K Musk X Curve UHS Discharge Volume
# # (ac) (hrs) (hrs) Number (cfs) (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
E 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..�.,M�apa.on�np�mele 1 Ghvmh
14
Time of Peak Runoff
Stru SWS SW5 Area Musk K Curve
Conc Musk X UHS Discharge Volume
# # (ac) (ham) (hrs) Number
(cfs) (ac-ft)
#17 1 0.800 0.013 0.000 0.000 86.000 M 3.47 0.308?
71 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
E 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 E 15.220 65.94 5.877
#41 1 0.760 0.020 0.000 0.000 86.000 M 3.29 0.293
71 0.760 3.29 0.293
#5 1 26.000 0.286 0.000 0.000 86.000 M 73.70 8.034
T, 26.000 73.70 8.034
#6 1 0.350 0.020 0.000 0.000 86.000 M 1.52 0.134
71 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,..,.imo icon.wvinpe...ei. I Gh-h
15
SWS Area Time of Musk K Curve Peak Runoff
#S SWS Conc Musk X UHS Discharge Volume
# # (ac) (hrs) (hrs) Number (crs) (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 E 31.870 96.54 10.299
#44 1 2.000 0.111 0.000 0.000 86.000 M 8.66 0.772
E 2.000 8.66 0.772
#42 1 2.000 0.076 0.000 0.000 86.000 M 8.66 0.772
71 2.000 8.66 0.772
#4 1 12.280 0.048 0.000 0.000 86.000 M 53.20 4.742
E 12.280 53.20 4.742
#2 1 2.150 0.026 0.000 0.000 86.000 M 9.31 0.830
E 18.430 79.84 7.117
#28 E 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) (fps)
#1 1 5. Nearly bare and untilled,and 2.20 9.01 410.00 1.480 0.076
alluvial valley fans
#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 50.00 2.50 5.00 21.210 0.000
flowing streams
B. Large gullies,diversions,and low 0.50 0.75 151.00 2.120 0.019
flowing streams
#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 0.50 1.21 243.00 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
8. Large gullies, diversions,and low 1.00 1.93 193.00 3.000 0.017
flowing streams
B. Large gullies,diversions,and low 37.00 169.09 457.00 18.240 0.006
flowing streams
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 Vert. Dist. Horiz. Dist. Velocity Time(hrs)
ft) (ft) (fps)
B.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 unfilled,and 0.50 2.51 502.00 0.700 0.199
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: 0.286
#6 1 S. Nearly bare and untilled,and 50.00 17.00 34.00 7.070 0.001
alluvial valley fans
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 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 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 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 unfilled,and 50.00 19.00 38.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions, and low 1.80 10.74 597.00 4.020 0.041
Flowing streams
#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 37.00 248.27 671.00 18.240 0.010
flowing streams
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
B. Large gullies,diversions,and low 1.00 0.58 59.00 3.000 0.005
flowing streams
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. Horiz. Dist. Velocity Time(hrs)
4) (ft) (fps)
B. Large gullies,diversions,and low 50.00 20.00 40.00 21.210 0.000
flowing streams
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 37.00 311.91 843.00 18.240 0.012
flowing streams
#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 0.80 2.51 314.00 2.680 0.032
flowing streams
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 50.00 20.00 40.00 21.210 0.000
flowing streams
8. Large gullies,diversions,and low 1.00 0.75 75.00 3.000 0.006
flowing streams
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 37.00 142.08 384.00 18.240 0.005
flowing streams
8. Large gullies,diversions,and low 4057.00 39,758.60 980.00 191.080 0.001
flowing streams
#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 1.00 1.38 138.00 3.000 0.012
flowing streams
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 3.40 1.08 32.00 5.530 0.001
flowing streams
#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 0.50 0.47 95.00 2.120 0.012
flowing streams
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 0.50 0.65 131.00 2.120 0.017
flowing streams
#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 1.00 1.91 191.00 3.000 0.017
flowing streams
B. Large gullies,diversions,and low 37.00 254.19 687.00 18.240 0.010
flowing streams
B. Large gullies,diversions,and low 1.70 0.49 29.00 3.910 0.002
flowing streams
#19 1 Time of Concentration: 0.030
#20 1 5.Nearly bare and unfilled,and 50.00 18.00 36.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 1.00 1.07 108.00 3.000 0.010
flowing streams
8. Large gullies,diversions,and low 37.00 222.00 600.00 18.240 0.009
flowing streams
8. Large gullies,diversions,and low 5.20 45.13 868.00 6.840 0.035
.flowing streams
#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 0.50 1.04 208.00 2.120 0.027
flowing streams
#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 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 13.09 834.06 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
B. 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 33.39 990.80 3.690 0.074
gullies
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
Filename PHASE 2 WASTE ROCK PILE_25 YR.sc4 Printed 08-16-2021

SEDCAD 4 for Windows
19
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 1.00 1.43 143.00 3.000 0.013
Rowing streams
8.Large gullies,diversions,and low 35.00 123.20 352.00 17.740 0.005
flowing streams
8. 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 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 1.00 2.00 200.00 3.000 0.018
flowing streams
8. Large gullies,diversions,and low 37.00 187.59 506.99 18.240 0.007
flowing streams
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 37.00 143.81 388.67 18.240 0.005
flowing streams
#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 37.00 133.75 375.00 18.240 0.005
flowing streams
#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 3.30 6.66 202.00 5.440 0.010
flowing streams
#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 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
8. Large gullies,diversions,and low 0.50 1.93 386.00 2.120 0.050
flowing streams
#42 1 Time of Concentration: 0.076
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 Crh.nh
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 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
8. Large gullies,diversions,and low 0.50 4.23 847.00 2.120 0.110
flowing streams
#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
December 2021
E=4-lqt�
Topsoil Storage Pile
• Topsoil Storage Pile Sedcad and Weighted Curve Sheets
MARSHALL MILLER&ASSOCIATES INc.

SEDCAD 4 for Windows
f nrnrrinht 1COf1.9lHfl Pemnla I Rrhumh
Piedmont Lithium Carolinas, Inc.
Gaston Countv,, North Carolina
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]
Filename-TOPSOIL PILE 25 YR.sc4 Printed 02-12-2021

SEDCAD 4 for Windows
f. mm ht ican_'1fl1n painala I CrYuwh ry
G
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 Stru Musk. K Musk.X Description
# into) # (hrs)
Null #1 M=> #10 0.000 0.000 DA-28
Null #2 ==> #10 0.000 0.000 DA-29
Null #3 =_> #4 0.000 0.000 DA-30
Null #4 =_> #10 0.000 0.000 DA-31
Null #5 --> #11 0.000 0.000, DA-32
Null #6 ==> #11 0.000 0.000 DA-33
Null #7 W=> #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 —_> #14 0.000 0.000_DA-38(Sediment Basin No. 11)
Null #11 =_> #14 0.000 0.000 DA-39(Sediment_Basin No. 12) _
Null #14 --> End 0.000 0.000 Watershed
#7
Null
#9
Null
#8
Null
i #6 -
Null
#5
Null
#11
Null
#3
Null
#4
Null
#2
Null
#1
Null
01
#10
Null
#14 -
Null
Filename:TOPSOIL PILE_25 YR.sc4 Printed 02-12-2021

SEDCAD 4 for Windows
01— 1loop � 1" P.� F C+'&-
4
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 ,Ai hl iaam.9n1n P—w. I 2,h.-h
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..--+,
Subwaterslied Hydrology Detail:
Time of Peak Runoff
Stru SW5 SWS Area Canc Musk K Musk X Curve UH5 Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#7 1 1.170 0.009 0.000 0.000 86.000 M 5.07 0.452
1.170 i 5.07 0.452
#9 1 2.160 0.034 0.000 0.000 86.000 M _ 9.36 0.834
3.330 14.43 1.286
#8 1 0.220 0.009 0.000 0.000 86.000 M 0.95 0.084
3.550 15.38 1.369
#6 '1 3.530 0.021 0.000 0.000 86.000 M 15.29 1.363
3.530 13.29 1.363
•5 1 5.170 0.071 0.000 0.000 86.000 M 22.40 1.997
5.170 22.40 1.997
#11 1 1.770 0.265 0.000 0.000 86.000 M 5.07 0.547
14.020 57.96 5.276
03 1 1.040 0.012 0.000 0.000 86.000 M 4.51 0.401
1.040 4.51 0.401
#4 1 0.810 0.048 0.000 0.000 86.000 M 3.51 0.312
1.850 8.01 0.714
#2 1 1.870 0.016 0.000 0.000 86.000 M 8.10 0.722
1.870 8.10 0.722
#1 1 3.040 0.075 0.000 0.000 86.000 M 13.17 1.174
3.040 13.17 1.174
#10 1 0.740 0.021 0.000 0.000 86.000 M 3.21 0.285
7.500 32.49 2.895
*14 �, 21.520 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 untilled,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
Filename TOPSOIL PILE 25 YR.sc4 Printed 02-12-2021

SEDCAD 4 for Windows
7
Stru SWS Land Flow Condition Slope M) Vert.Dist. Horiz. Dist Velocity Time(hrs)
# # (ft) (ft) (om)
8. Large gullies,diversions,and low 37.00 41.44 112.00 18.240 0.001
flowing streams
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 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 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: 0.0413
#5 1 5. 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 37.00 96.57 261.00 18.240 0.003
flowing streams
B. Large gullies,diversions,and low 2.30 19.50 848.00 4.540 0.051
flowing streams
#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 1.00 1.59 160.00 3.000 0.014
flowing streams
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 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
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
S. Nearly bare and untilled,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 0.50 0.73 147.00 2.120 0.019
flowing streams
8. Large gullies,diversions,and low 3.00 2.33 78.00 5.190 0.004
flowing streams
1 Time of Concentration: 0.265
Filename.TOPSOIL PILE 25 YR sc4 Printed 02-12-2021

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Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
December 2021
E=4-lqt�
Plant Pad Area
• Plant Pad Area Sedcad and Weighted Curve Sheets
• Plant Pad Area Underdrain UD-4 Calculations
MARSHALL MILLER&ASSOCIATES INC.

SEDCAD 4 for Windows
rnr,,,�„ti tooa_�ntn oa...via i ��ti��ti
Piedmont Lithium Carolinas, Inc.
Gaston CountvL.North Carolina
Stormwater Management Plan
Preparation Plant and ROM Pile
Drainage Area(s): 40, 41, 42, 43, 44, 45, 46, 471 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 Pe i. I
G
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 #1 =_> #4 0.000 0.000 DA-40
Null #2 =_> #12 0.000 0.000 DA-41(SB-18)
Null #3 =_> #2 0.000 0.000 DA-42
Null #4 =_> #5 0.000 0.000 DA-43
Null #5 =_> #8 0.000 0.000 DA-44(SB-13)
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 #10 =_> #12 0.000 0.000 DA-49(SEDIMENT TRAP)
Null #11 =_> #12 0.000 0.000 DA-50(DISCHARGE CHANNEL)
Null #12 __> End 0.000 0.000 NULL TO STREAMS
#1
Null
#4
Null
#5
NO
#8
Null
4 #7
Null
Null
#i1
Null
#10
Null
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
4
Structure Summary:
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cls) (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
5
Structure Detail:
Structure #1 (
DA-40
Structure #4(Null)
DA-43
Structure #5(Null}
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„m A.ho taoo_ontn oa.nn�a I C�h.oh
F]
Subwatershed Hydrology Detail:
5WS Area Time of Musk K Curve Peak Runoff
S# 5W5 Conc Musk X UHS Discharge Volume
(ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 8.330 0.175 0.000 0.000 69.000 M 17.15 1.633
E 8.330 17.15 1.633
#4 1 4.980 0.099 0.000 0.000 78.000 M 18.99 1.572
13.310 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 1 9.010 0.072 0.000 0.000 84.000 M 37.98 3.317
9.010 37.98 3.317
#2 1 8.650 0.141 0.000 0.000 75.000 M 21.50 2.043
17.660 58.38 5.360
*12 59.190 180.88 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
7
Stru SWS Land Flow Condition Slope(°/a) Vert.Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
B. Large gullies,diversions,and low 1.67 n_65 39.52 3.970 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 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 1.00 0.94 94.00 3.000 0.008
flowing streams
#4 1 Time of Concentration: 0.099
#5 1 5. Nearly bare and untilled,and 1.00 5.41 541.00 1.000 0.150
alluvial valley fans
B. Large gullies,diversions,and low 0.50 2.17 435.00 2.120 0.056
flowing streams
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 5. Nearly bare and untilled,and 1.00 3.62 362.00 1.000 0.100
alluvial valley fans
B. Large gullies,diversions,and low 0.50 1.16 233.00 2.120 0.030
flowing streams
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 5. 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 2.10 7.41 353.00 4.340 0.022
flowing streams
#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
rnn.ninhe�aae vmn aameie i c�ti.�h
B
Stru SWS o Vert.Dist. Horiz. Dist. Velocity
# # Land Flow Condition Slope(/o) (ft) (ft) (fps) Time(hrs)
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 6.00 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
1
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
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'--4M%f icon.,jnin Pamolo I 4rh—.h
General Information
Storm Information:
Stone 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 C�huwh
Structure Networking;
5tru (flows Stru Musk.K
Type # Into) # (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
If #2
NO
#3
Null
#1
Null
Filename: PLANT PAD UNDERDRAIN 25 YR.sc4 Printed 04-21-2021

SEDCAD 4 for Windows
r.,.,,.a„h Gaon_ontn na...n�a I Crh,.rah
4
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
Subwatershed Hydrology Detail:
5WS Area Time of Musk K Curve Peak Runoff
5tru SW5 Conc Musk X UH5 Discharge Volume
# # (ac} (hrs) (hrs) Number (S) (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 5WS 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 4.61 12.75 276.78 4.320 0.017
gullies
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 4.10 49.31 1,202.92 6.070 0.055
flowing streams
#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 Desisn Flow
Reference "Dos,Brojo M (1999) Fondgmentals 9f Glotechnical EnRineering.Pacific Grove.CA Brooks i Cole
Darcy's Low
where:
V= Velocity,ft/sec
V = kt km Hydraulic Conductivity/Coefficient of Permeability,ft/min
i= Hydraulic Gradient ft/ft
Continuity Equation
where:
Q = VA Q= Peak Discharge,cfs
V= Velocity,ft/sec
A= Drainage Area,square feet
Prolect Data k1= 0.000012 ft/min
Hydraulic Gradient,I= 1 ft/ft
Fill Area,A= 32.17 acre
Assumed Void Ratio= 0.3
CALCULATED VELOCITY V= 0.000012 ft/min = 0.000000200 ft/sec
DESIGN DISCHARGE FROM INFILTRATION Q= 0.290 cfs Q= 126 gpm
ASSUMED MAXIMUM DISCHARGE FROM EXISTING SEEPS AND SPRINGS Q= 238 gpm
UNDERDRAIN DESIGN DISCHARGE Q= 364 gpm
Notes
1
Coefficient of permeability was determined from Table 6.6"Correlation between USCS Classification and Properties cif 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): where: W= Empirical Constant for a given rockfill
m= Mean Hydraulic Radius
1= Hydraulic Gradient,ft/ft
Q = (WMO.S)(10.54)A e A= Drain Area,square feet
1 + e 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 92 gpm

Client Piedmont Lithium Carolinas,Inc.
Mine Piedmont Lithium Mine
Permit q
App.P e
Fill: Prep Plant Fill(Underdroin UD-4) +
FLOW IN PIPE
Use Chezy-Manning Equation
where:
n= Manning's Roughness Coefficient
Q _ VA __ (L-n
_ A(rH 2/3 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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8532
850.9
UNDERDRAIN UD-4 Scale in Feet
DRAINAGE AREAS 2oo 0 200 400

Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
December 2021
E=4-lqt�
Haul Roads
• Haul Road Sedcad and Weighted Curve Sheets
• Sediment Trap Detail Sheets
MARSHALL MILLER&ASSOCIATES INc.

SEDCAD 4 for Windows
f"nrorinh/10CR )nln i3 m it I cz,H mh
1
Piedmont Lithium Carolinas, Inc.
Gaston County., North Carolina
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
rnrnninhl 14GA-,;nin Gam-la 1 CnhumF.
2
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 0.000 0.000 j FLUME TO SEDIMENT TRAP
Null #6 =_> End 0.000 0.000 DA 5la-SEDIMENT TRAP
#3
Null
4i #5
Null
LR #Z
Null
#1
Null
4 #4
Null
#6
Null
Filename:OA-51_25 YR,sc4 Printed 05-27-2021

SEDCAD 4 for Windows
--ir hi 14Qo Atlin Pamela I Q hwnh
4
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
Subwatershed Hydrology Detail.
SW5 Area Time of Musk K * Curve Peak Runoff
Stru SW5 Conc Musk X UHS Discharge Volume
# # (ac) (hrs) (hrs) Number (cl's) (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 0400 86.000 M 6.80 0.606
1.570 6.80 0.606
#11 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 630 10.14 161.00 2.000 0.022
5. Nearly bare and untilled,and 50.00 22.00 44.00 7.070 0.001
alluvial valley fans
5. Nearly bare and unti ed,and 0.50 0.35 70.00 0.700 0.027
alluvial valley fans
8. Large gullies,diversions,and low 7.00 5299 757.00 7.930 0.026
flowing streams
B. Large gullies,diversions,and,ow 3.00 5.28 176.00 5.190 0.009
flowing streams
#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 ow 6.10 66.61 1,092.00 7.400 0.040
flowing streams
B. Large gullies,diversions,and-ow 3.00 4.50 150.00 5.190 0.008
flowing streams
#2 1 Time of Concentration: 0.063
#3 1 S. Nearly bare and untilled,and 0.50 0.19 39.50 0.700 0.015
alluvial valley fans
B. Large gullies,diversions,and,ow 6.60 7154 1,084.00 7.700 0.039
flow ng streams
8. Large gullies,diversions,and-ow 5000 21.00 42.00 21.210 0.000
flowing streams
Filename DA-51 25 YR.sc4 Printed 05-27-2021

SEDCAD 4 for Windows
f`n..arinhl l°OR_'N5111 P�mnle I Cnlnuah y
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 50.00 32.50 65.00 7.070 0.002
alluvial valley fans
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 0.10 0.12 127.00 0.940 0.037
flowing streams
#6 1 Time of Concentration: 0.108
Filename: DA-51_25 YR.sc4 Printed 05-27-2021

SEDCAD 4 for Windows
/`n. —hl 100A )nin Dale 1 Crh—h
Piedmont Lithium Carofinas,.Inc,
Gaston CounjyL..North Carolina
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
2
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 Stru Musk_ K Musk. X Description
# Into) # (hrs)
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
1 ,03
Null
Filename DA-63 100 YR.sc4 Printed 06-10-2021

SEDCAD 4 for Windows
f-rinhl loan )nin Pamela I C,h.,nh
4
Structure Summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) WS) (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
�J
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
Subwatershed Hydrology Detail:
Time of Peak Runoff
Stru SWS SWS Area Conc Musk K Musk X Curve UHS Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (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 2.52 41.75 1,657.00 4.760 0.096
flowing streams
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'nrxlrinh}1g44-7Ml1 Aerr.ela I Rrh+.ah
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
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 CULVERY_25 yr.sc4 Printed 05-2B-2021

SEDCAD 4 for Windows
Iona onin o,-.i. i
2
Genera/Information
Storm Information:
Storm Type: NRCS Type 11
Design Starm: 25 yr-24 hr
Rainfall Depth: 6.240 inches
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.
Structure Networking:
Type 5# Into)tru (flows 5# Musk.K Musk.X Description
(hrsNuQ 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
an,n o,.- i. i Q-k. k
4
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 in n o—i., i
�J
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
Subwatershed Hydrology Detail:
SWS Area Time of Musk K Curve Peak Runoff
5tru SWS 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 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 Crhurah
7
Piedmont Lithium Carolinas. Inc.
Gaston County, North Carolina
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 n.v i.in 4f 000 7nln Pamela I S�hranh ry
L
Genera/Information
Storm Information;
Storm Type: NRCS Type II
Design Stnrm: 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
icon imn o-i. I cm--h
Structure Networking:
Type Stru (flaws Stru Musk. K Musk.X Description
# Into) # (hrs)
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 Qnh—h {
'-F
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.-,.;..tis loose_oMn
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
6
Subwatershed Hydrology Musk K Curve Detail:
Time of Peak Runoff
# # (ac) (hrs) Number
5tru SWS SWS Area Conc Musk X UWS Discharge Volume
(hrs) (as) (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
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 1.55 47.15 3,042.00 3.730 0.226
flowing streams
#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
flawing 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 Headwater Depth/Height 0.90
Computed Headwater Elevt 782.52 ft Discharge 537 91 cfs
Inlet Control HW Elev. 782.44 ft Tailwater Elevation 000 ft
Outlet Control HW Elev. 782.52 ft Control Type Entrance Control
Grades
Upstream Invert 778,00 ft Downstream Invert 770 40 ft
Length 181.00 ft Constructed Slope 0041989 ft/ft
Hydraulic Profile
Profile S2 Depth,Downstream 1 28 ft
Slope Type Steep Normal Depth 1 18 ft
Flow Regime Supercritical Critical Depth 282 ft
Velocity Downstream 20.94 ftls Critical Slope 0003165 f 1ft
Section
Section Shape Box Mannings Coefficient 0.013
Section Material Concrete Span 10.00 It
Section Size 10 x 5 ft Rise 5.00 ft
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 782.52 ft Upstream Velocity Head 1-41 ft
Ke 0.20 Entrance Loss 0.28 ft
Inlet Control Properties
Inlet Control HW Elev 78244 ft Flaw Control Unsubmerged
Inlet Type 90" headwall w 45 bevels Area Full 100.0 ft'
K 049500 HDS 5 Chart 10
M 066700 HDS 5 Scale 2
C 003140 Equation Form 2
Y 082000
Project Engineer-earl chomsbay(pmma1.com
c.1...lculvert master runstculvert o-13 check cvm CulvertMaster v10.3[10 03 00.03]
06/10121 02:1808@Wey Systems,Incorporated Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 1 of 1

SEDCAD 4 for Windows
r.......ho
1
Piedmont Lithium Carolinas, Inc.
Gaston Counh& North Carolina
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 CASE HAUL ROAD DITCH 25 YR sc4 Printed 06-11-2021

SEDCAD 4 for Windows
f—,4ri ht toop.,)Mn m-i. I Srh—K r7
L
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 Stru Musk. K Musk.X Description
# Into) # (hrs)
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
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...m h#t4on--)nin 0-1. 1 C�kr.nh
I'3
Subwatershed Hydrology Detail:
Time of Peak Runoff
5tru SWS SWS Area Conc Musk K Musk X Curve UHS Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (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
71 9.640 33.73 2.791
#4 E 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 flowing streams 3.00 3.30 110.00 5.190 0.005
#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
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
2
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 C+h•.aN ry
il
Structure NetworkI
ing:
Type 5tru (flows Stru Musk. K Musk. X Description
# into) # (hrs)
Null #1 =_> #2 1 0.000 0.000 DA-65
Null #2 End 0.000 0.000 DA-64 Sediment trap
If #'1
Null
#z
Null
Filename: DA-64_25 YR.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
Cnnurinhf 1oo8.Qnin P-s. i C�Muah
4
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 160G_9Mn Oamala I Crh.•o-h
Structure Detail:
Structure #1 Nub
DA-65
Structure #2�Null�
DA-64 Sediment trap
Filename- DA-64 25 YA.sc4 Printed 05-25-2021

SEDCAD 4 for Windows
Sub watershed Hydrology Detail:
SWS Area Time of Musk K Curve Peak Runoff
5# SWS Conc Musk X UH5 Discharge Volume
(ac) (hrs) (hrs) Number (cfs) (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:
Stru SWS Land Flow Condition Slope(�o) Vert Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
#1 1 S. Nearly bare and untl led,and 0.50 0.19 39.50 0.700 0.015
a luvial valley fans
B. Large gullies,d version 1,and low 10.00 13.10 131.00 9.480 0 003
flowing stream%
B. Large gut ies,diversions,and low 1.30 4.83 372.00 3.420 0.030
flowing str,ams
#1 1 Time of Concentration: 0.048
#2 1 S. Nearly bare and untitled,and 50.00 3.50 7.00 7.070 0.000
alluvial valley fans
S. Nearly bare and unfilled,and 2.20 10.25 466.00 1.480 0.087
alluvial valley fans
S. Nearly bare and untilled,and 1.00 1.69 169.00 1.000 0.046
alluvial valley fans
S.Large gullies,diversions,and low 0.50 0.27 55.00 2.120 0.007
flowing streams
#2 1 Time of Concentration. 0.140
Filename DA-64 25 YR sa4 Printed 05-25-2021

SEDCAD 4 for Windows
f nra.nnl.f 10CR.'Jll1A P�r.ela I Cnh..nh
1
Piedmont Lithium Carolinas, Inc.
Gaston County,, North Carolina
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 1000.91H I1 Oamala I Crhu.ah ry
G
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
Structure Networkiing:
Type Stru (Wows S� ask. K Musk.X I Description
NO #1 ==a 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
J
Structure Detail:
Structure #1 (Null�
DA-67
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:
Time of Peak Runoff
Stru SWS SWS Area Canc Musk K Musk X Curve 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
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 0�...ela I Crh..nh
1
Piedmont Lithium Carolinas, Inc.
Gaston Countv, North Carolina
Storm water Management Plan
Haul Road Ditches DA-71 and DA-7Z, 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 I OQQ-onIn OP-1n i CnH k
Genera/Information
Storm rnformation;
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 icaA_9nin P—i. crh—.K
i
Structure Networking:
Type S# (flowbD) 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
4 #1
Null
#1
Null
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
Filename; DA-71_25 YR.sc4 Printed 05-26-2021

SEDCAD 4 for Windows
r^n. " of
Subwatershed Hydrology Detail:
Time of Peak Runoff
5tru SW5 SWS Area Cane Musk K Musk X Curve UHS Discharge Volume
# # (ac) (hrs) (hrs) Number (cl's) (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 1.20 9.35 780.00 3.280 0.066
flowing streams
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
!^nn..rinhf�d{7�.9fHf1 Oamola I C�hr4.ah
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
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]
Ernail: [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—.P,
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:
Type S#u into)flows S#tru
Musk K Musk.X I Description
Null #1 =_> End 0.000 0.000 DA-74 ROAD CULVERT
Null #2 =_> #1 0.000 0.000 DA-73 ST 11
#2
Null
#1
Null
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:bA-74 ROAD CULVERT-25 yr.sc4 Printed 05-28-2021

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

SEDCAD 4 for Windows
1'—,Onhl i°OQ. nin P-1. 1 Cnhwah
f.
Subwatershed Hydrology Detail;
Time of Peak Runoff
Stru SWS SWS Area Conc Musk K Musk X Curve UHS Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (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 5.38 32.44 603.00 4.660 0.035
gullies
#1 1 'lime of Concentration: 0.265
5. Nearly tare and untilled,and
#2 1 alluvial valley fans 0.50 0.19 39.50 0.700 0.015
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
1
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
Stormwater Management Plan
ROAD CUL VERT C-12
Drainage Area(s). 75
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-75 ROAD CULVERT 25 yr.sc4 Printed 05-28-2021

SEDCAC 4 for Windows
f nnurinht 100A.9f11 f1 Pamnlw i R�Mnh
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
#1
Null
Filename:DA-75 ROAD CULVERT_25 yr=4 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-tt)
#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 Damnla 1 CrM•rah
Structure Detail:
Structure #1
DA-75 ROAD CULVERT
Filename:DA-75 ROAD CULVERT 25 yr.so4 Printed 05-21-2021

SEDCAD 4 for Windows
f n—inh!iGGR.,)nln P2—.in I CZ,n—h
Suhwatershed Hydrology Detail:
SWS Area Time of Musk K Curve Peak Runoff
5tru SW5# # (ac) Conc (hrs) Musk X Number UHS Discharge Volume
(hrs) (cfs) (ac-ft)
#1 1 6.360 0.161 0.000 0.000 68.000 M 12.87 1.209
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 Printed 05-21-2021

SEDCAD 4 for Windows
hnn..Rnh1 100A )Rill P-le I Gh..nh
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
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 AMA Oamala I C..6..n1.
2
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;
Stru (flows Stru Musk. K
Type # into) # (hrs) Musk. X Description
Null #1 =_ End 0.000 0.000 DA•77
,#1
Null
Filename DA-77 25 YR.sc4 Printed 06-14-2021

SEDCAD 4 for Windows
r,—Anh!loop_9AlA Oar 1. 1 Ghu. h
4
Structure Summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) ((:N) (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
rJ
Structure Detail:
Structure #1 Null}
DA-77
Filename; DA-77 25 YR.sc4 Printed 06-14-2021

SEDCAD 4 for Windows
rw,..hf iooa min o—ai� I iz-h.—K
Suhwatershed Hydrology Detail:
SWS Area Time of Musk K Curve Peak Runoff
5tru SW5 Cons Musk X UHS Discharge 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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WORST CASE HAUL ROAD SEDIMENT TRAP DETAIL
SEDIMENT TRAPS 7, 81 9, 117 12, 14, 15, 165177 18, 19
Stage Storage Curve
WORST CASE SEDIMENT TRAP
Bx aaP«.v„tea„
v xa✓rrE Eil�ez.isl
ZI
TOP OF TRAP ep.
j p.po p.io Accu swleae voume�ortroouww�e-Ft) o.so o.ro
/ —
��—— ——
— -- -- uv em wo�asrusxr=m souc soxnc pm
'°` WA o
I i 50%7CLEANOUT—!, A
or
rep_-°—-—po _o� —po�o__
' BOTTOM OF TRAP =
li it
5'Jater Elev Storage AueFt Storage CY Storage CF Storage GA_LCN
I � i I 780.00 DOD Da DD DD
]81.00 U 04 5].9 1564 6 11':04.3
7132.00 0.08 129.9 3507.8 262dC.3
783.00 on 216.8 SSS3.7 d3788.t1
------- --------- -- Ig3.G's 038 784.9 :G434 57115P8
NOTE:ALL ELEVATIONS ARE ASSUMED FOR VOLUME CALCULATIONS
SPILLWAY o 0
LEVEL ONTROL SECTION WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
(SEE DETWTHIS SHEET)
N.T.S.
O O O
O O O V^
2
�zoae�
BCh—.1 Design(N.,—ible)
CM1annel Type'.Trepezoidal,Equal Side Slopes
/'/� Dimensions:Leff Side SIOPB200:1
Scale: 1" 20� Sd-Side Slope 2001
_ Base Dimension:2001
Wetted Perimeter:25.88
Ares of Wetted Cross SdO-29.77
Ch-,,.I Slope:0.1000
Mseeing's a of Ch—di:0 N23
Di,di,g:3 1 cfs
Depth of Flow:1 32 feet
Velouty 1.22 fps
Channel Ll.mg 18 inch Rod*Rip-Rep
Freeboard:1 00 feat
800 800
Normal Pool El.
6 ft.Total Depth — — 0 — —
50o- Cleanout EL�---- — —
780 2• ------- ---------�- 68 El. 780
Bottom of Trap
2.15 ft..Cleanout EL.
760 760
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
CROSS SECTION A-A
Scale: 1" = 20'
800 800
SPILLWAY
BOTTOM OF TRAP
760 760
0+00 0+20 0+40 0+60 0+80 1+00
CROSS SECTION A-A
Scale: 1" = 20'
Required Capacity= 3,276 c.f. (Based on DA-73= 1.82 disturbed acres x 1800 c.f.)
Designed Capacity=7,693 c.f.
Required Area =3,428 s.f. (Based on DA-73 =7.88 cfs x 435 s.f.)
Designed Area = 3,964 s.f.

�G90 840 840
\O�TQ
N �\ B Existing Grade
y 820 820
Propo sed Spillway
FLOODP IN (See Detail This Sheet)
800 2 800
-798
NORMAL POOL EL.=795.68 O� NOrmal POOI EI 795.68
N2.� -------------- --------- --- 1
During Mining Grade 2'
Bottom El.-792.0
50%CLEANOLIT EL.=793.97 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
X BOTTOM EL.=792.0 SPILLWAY CROSS SECTION A-A
[LEVE CONTROL SECTION
(SEE DETAIL THIS SHEET)PP Scale: 1" 30'
A
a �
820 820
Existing Grade
------- ----------
-- ___ Crest El.=798.0 800
Normal Po01 EI.=795.68
Bottom EI.=792.0
50%Cleanout EI.=793.97
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
Scale in Feet CROSS SECTION B-B
Scale: 1" = 30'
Stage Storage Curve
ST-1
50 0 50 100 798.00
798 W)STRUCTURE
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
N.T.S.
N PRINC.&E IER SPILLWAY(795.68) 2s.28 n. l l mre
O 795.00
m 1
> 132 fl.
N 2
W
CLU N OUT LEVEL(793.97)
26.00 ft.
Channel Design(Non-Erodible)
792.00 Channel Type:Trapezoidal,Equal Side Slopes
0.00 0.60 1.20 1.W Dimensions:Left Side Slope 2.00:1
Right Side Slope 2.00:1
Accumulative Storage(Acre-Ft) Base Dimension:20.00
Required Capacity=13,482 c.f. Wetted Perimeter:25.88
Designed Capacity=43,661 c.f. Stprage v,Ip wmpuWi,ns Area of Wetted Cross Section:29.77
Required Area=15,795 s.f.(Based on 36.31cfs x 435 s.f.)
Channel Slope:0.1000
Designed Area=15,863 s.f. Manning's n of Channel:0.0423
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
(ft) (ft) (ft) (ac) AREA 01) (,,ft) STORAGE INTERVAL Discharge:36.31 Cfs
(ao-ft) (ft) Depth of Flow:1.32 feet S T 1 SEDIMENT
Velocity:1.22 fps
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. - - - - - - - - - - - - - - - - �
]92.00 N/A N/A 0.23]B
792.0 0.00 0.0 0.0 0.0 0.24 10359.9 783.0o N/A N/A o.zsas o.z4az 1.00 0.2a44 o.2a44 1.0o Channel Lining: feet
inch Rock Rip-Rap
793.97 N/A N/A 0.2785
p.2665 q.97 q.26,q q.5055 1.97 Freeboard:1.00 feet TRAP DETAILS
793.0 0.24 394.4 10648.2 79653.9 0.26 11259.6 794.00 N/A N/A 0.2791 0.2688 0.03 0.0041 0.5096 z.00
]85.00 N/A N/A 0.3002 0.289] 1.00 0.2859 0.7855 3.00
794.0 0.51 822.2 22198.3 16WS4.7 0.28 12157.1 8568 N/A N/A 0.3150 0.3076 0.68 0.2092 1.004] 3.68
795.0 0.80 1283.5 34653.7 259227.E 0.30 13078.2 ]99]6.00 N/A N/A 0.33418 0.31100 o12 0oe1 1.413o2 4.0
0o N N 0 0.
33 1.00 3a8 1e 5.0
3431 0.
795.7 1.00 1617.1 326608.6 0.31 13552.8 798.00 N//AA N//AA 0. 2 0353
1.00 0.3518 1.7837 6.00

N /
W NORMAL POOL EL.=859.68 f 4 O� 880 880
50%CLEANOLIT EL.=858.74 / Existing Grade
Proposed Spillway
B (See Detail This Sheet)
Q/ 860 orma ool EI 859.68 860
?� 21
Bottom El.=856.0
During Mining Grade 50%Cleanout El.=858.74
840 840
�6r1� 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
CROSS SECTION A-A
� Scale: 1" = 30'
X BOTTOM EL.=856.0
880 880
Existing Grade
Crest El.=862.0
860 „NoB0
Bottom El.
„859 _.._.
I E.L.EI 68
T.1
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
SPILLWAY
LEVEL CONTROL SECTION CROSS SECTION B-B
(SEE DETAIL THIS SHEET)
Scale: 1" = 30'
Stage Storage Curve
ST-2
Scale in Feet 862.00
(88
TOP O
00F)STRUCTURE
2.
I
30 0 30 60 WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
N.T.S.
J
N PRINC.B EMER SPILLWAY(859.8)
29.26 fl. �eN
O 859.00
� CLEAN OUT LEVEL(858.74)
W 1
1.32 ft.
2 �
20 00 fl.
856.00 Channel Design(Non-Erodible)
0.00 0.20 0.40 0,60
Channel Type:Trapezoidal,Equal Side Slopes
Accumulative Storage(Acre-Ft) Dimensions:Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension:20.00
Required Capacity=4,482 c.f. 5loragevolumB0O1npo'ations Wetted Perimeter:25.88
Designed Capacity=10,055 c.f. a- Area of Wetted Cross Section:29.77
Required Area=4,637 s.f.(Based on 10.66 cfs x 435 s.f.) _ _ _ _ _ _ _ _ _ Channel Slope:0.1000
Designed Area=4,819 s.f. ELEV. wlmh LENGTH AREA AVG. NTERVAL STORAGE ACC. STAGE Manning's n of Channel:0.0423
(ft) (ft) (ft) (ac) AREA (ft) (soft) STORAGE INTERVAL
(ac) (soft) (R) Discharge:36.31 c(s S T 2 SEDIMENT
Depth of Flow:1.32 feet
Water Elev Storage Acre Ft Storage cY Storage cF Storage GALLON Area Acres Area S.F. B56.o0 N/A N/A 0.0559 Velocity:1.22 fps
85].Oo N/A N/A 0.055] 0.0508 1.00 0.0488 0.0488 1.00
857.0 0.00 0.0 7.0 0.0 0.06 2424.7 o.0eoe 0.00 o.o514 o.10]] 2.0o TRAP DETAILS
658.0o N/A N/A o.0659 Channel Lining:18 inch Rock Rip-Rap
857.0 0.05 78.8 2127.8 15917.1 0.06 2424.2 859.]0 N/A N/A 0.0768 0.0699 0.26 o.0514 0.1591 2.74 Freeboard:1.00 feet
859.Oo N/A N/A 0.0]68 0.0713 0.26 0.01)8 0.1])0 3.00
858.0 0.11 173.7 4689.9 35082.8 0.07 2872.0 85968 N/A N/A 0.0846 0.0807 0.68 o.0549 0.2318 3.68
860.00 N/A N/A 0.0883 0.0825 0.32 0.0255 0.2573 4.00
859.0 0.18 285.5 7708.3 57662.3 0.08 3349.5 0.0943 1.00 o.0921 0.3494 5.00
861.Oo N/A N/A 0.1003
859.7 0.23 371.7 7A035.7 75071.9 0.08 3584.2 862.00 N/A N/A 0.11o6 0.1o54 o0 o.1045 0.4539 6.00

860 860
Existing Grade
50%CLEANOUT EL.=831.08 Proposed Spillway
(See Detail Thls Sheet)
R DITCH -65 840 840
Normal Pool El.=832.68
Bottom El.=829.0
820 50%Cleanout El.=831.08 Du ing Mining Grade 820
0+00 0+20 0+40 0+60 0+80 1+00 1+20
NORMAL POOL EL.=832. CROSS SECTION A-A
Scale: 1" = 30'
X BOTTOM EL.=829.0 g5�
SPILLWAY
-LEVEL CONTROL SECTION
,,,,,,, (SEE DETAIL THIS SHEET) 860 860
Existing Grade
Road Ditch DA-65
840 840
Crest El.=835.0
IN--- mal Pool EI 832 68
_„
+G 2 --- - ----------- ----------------------- --- --- 21
Bottom El.=829.0 50%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
Scale in Feet Scale: 1" = 30'
Stage Storage Curve
ST-4
30 0 30 60 835.00 pQ
�8$P @)STRUCTURE
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
N.TS.
N P'�NcIE­SP­(832.68) 2926 tt.
0boaN
O 832.00
m 1
1.32 ft.
N 2
LU
CLEAN OUT LEVE(831.08)
20.0o I.
Channel Design(Non-Erodible)
829.00 1Channel Type:Trapezoidal,Equal Side Slopes
0.00 0.30 0.60 0.90 Dimensions:Left Side Slope 2.00:1
Right Side Slope 2.00:1
Accumulative Storage(Acre-Ft) Base Dimension:20.00
Wetted Perimeter:25.88
Storage volume mmpu,ations Area of Wetted Cross Section:29.77
Required Capacity=7,758 c.f.
Designed Capacity=13,343 c.f. a- Channel Slope:0.1000
Required Area=6,134 s.f.(Based on 14.10 cfs x 435 s.f.) Manning's n of Channel:0.0423
ELEV. Width LENGTH AREA -G. INTERVAL STORAGE ACC. STAGE
Designed Area=6,134 s.f. (ft) (ft) (ft) ac) AREA (ft) (,,ft) STORAGE INTERVAL Discharge:36.31 cfs
(ac) (aaft) (ft) Depth of Flow:1.32 feet
Velocity:1.22 fps
828.00 N/A N/A 0.0663 0.0]21 1.00 0.0688 0.0688 1.00 Channel Lining:18 inch Rock Rip-Rap S T 4 SEDIMENT
830.0o N/A N/A o.0779 Freeboard:1.00 feet
Water Elev Storage Acre Ft Storage CY Storage CIF Storage GALLON Area Acres Area S.F. 83,.0o N/A N/A 0.0898 0.0839 1.- o.08,5 0.1513 2.00
829.0 0.00 0.0 0.0 0.0 0.07 2888.8 831.08 N/A N/A o.oaoe 0.oao3 o.ofi 0.0071 o.,ses 2.06
832.00 N/A N/A a. 12 0.0861 0.92 0.0865 O.S450 3.00 TRAP DETAILS
830.0 0.07 112.6 3040.7 22745.8 0.08 3391.4 832.68 N/A N/A 0.1112 0.1068 0.68 0.0726 0.3176 3.68
833.00 N/A N/A 0.1154 0.1089 0.32 0.0338 0.3514 4.00
931.0 0.15 244.1 6591.5 49307.8 0.09 3912.3 s34.00 N/A N/A 0.1291 0.1222 1.00 0.1197 0.4711 S.00
832.0 0.24 395.2 10671.5 79828.5 0.10 4462.5 835.00 N/A N/A 0.1407 0.1349 1.m 0.1339 0.6.9 6.00
932.7 0.32 509.0 13743.1 102805.8 0.11 4729.5

SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAIL THIS SHEET)
BProposed Spillway
840 (See Detail This Sheet) 840
A50%Cleanout El.=826.04
N 50%CLEANOUT EL.=826.04 Crest El.=830.0
Normal Pool El.=827.68
--
820 Bottom El.=824.0 820
Existing Grade
During Mining Grade
w 800 800
H 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60
POOL EL.=827.68 CROSS SECTION A-A
0
M
Scale: 1" = 30'
h
�U
� X BOTTOM EL.=824.0
U
k
840 840
50%Cleanout El.=826.04
Crest El.-830.0
Normal Pool El 827.68.
2,7 ------- - 1
820 m .= 4.0 820
During Mining Grade 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 in Feet Scale: 1" = 30'
Stage Storage Curve
ST-5
830.00
40 0 40 /1 O TOP OF STRUCTURE
8 (830.00)
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
J N.T.S.
(n ZPRINC.&EMERRSPIL-W.
O 827.00
�� 28.26 fl. �1U
I oeN
0)
W
ZCLEANLEV L(826.04) 1 .32 fl.
2
20.00 fl.
824.00
o.00 0.40 0.80 120 Channel Design(Non-Erodible)
Accumulative Storage(Acre-Ft) Channel Type:Trapezoidal,Equal Side Slopes
Dimensions:Left Side Slope 2.00:1
Right Side Slope 2.00:1
Storage volume computations Base Dimension:20.00
Required Capacity=6,948 c.f.
Designed Capacity=19,197 c.f. ST-5 Wetted Perimeter:25.88
Required Area=7,952 s.f.(Based on 18.28 cfs x 435 s.f.) Area of Wetted Cross Section:29.77
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
Designed Area=7,975 s.f. (ft) 00 00 (ac) AREA (ft) (-ft) STORAGE INTERVAL Channel Slope:0.1000
(ac) (­ft) (ft) Manning's n of Channel:0.0423
Water Elev Storage Acre0 Storage 0. Storage CF Storage GALLON Area Acres Area S.F. 621.00 NIA NIA o.096] Discharge:36.31 cs S T 5 SEDIMENT
8z5.0o NIA NIA 0.0967 0.1034 1.00 0.1008 0.1008 1.00 Depth of Flow:1.32ffeet
824.0 0.00 0.0 0.0 0.0 0.10 4213.0 826.00 NIA NIA 0.,244 o.11]3 00 0.114] 0.2156 2.00 Velocity:1.22 fps
826.04 NIA NIA 0.1250 0.,24] 0.04 0.W52 0.2208 S.o4
825.0 0.10 162.7 4394.1 32870.4 0.11 4800.3 ez].00 NIA NIA 0.13e9 o.1" ON SS 0.1536 0.3445 3.68 Channel Lining: feet
inch Rock Rip-Rap TRAP DETAILS
82].68 NIA NIA 0.1489 0.1439 0.68 0.09]9 0MW Soo Freeboard:1.00 feet
826.0 0.22 347.8 9391.9 70256.2 0.12 5417.6 828.00 NIA NIA 0.1536 0.,462 0.32 0.0457 0.4880 4.00
829.00 NIA NIA 0.,694 o.,615 1.00 0.158] 0.6466 5.o0
827.0 0.34 555.7 15005.0 112244.8 0.14 6052.4 830.00 NIA NIA 0.,82] 0.,]60 00 0.1]46 0.8213 6.00
827.7 0.44 711.0 19197. 143606.0 0.15 6369.2

B
50%CLEANOUT EL.= 14.0
840 840
Proposed Spillway Existing Grade
(See Detail Thls Sheet)
N o
ai i ti
o 820 Crest El.=818.0 820
1 ma Pool El.=815.68 .1
2 ��-----------------------,_._.._.a
h
Bottom El.=812.0
NORMAL POOL EL. 800 During Mining Grade 50%Cleanout El.=814.08 800
k -
A0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
X BOTTOM EL.=812.0 CROSS SECTION A-A
i Scale: 1" = 30'
840 840
Existing Grade
SPIL 820 2 820
7 Normal Pool ._ .68
LEVEL
SEE DETAIL HIS S TION 2'..____._.._.,_„_,._.._.,_„_,._.._.,_„_._.._.._.,__._.._._„_,._.._.,_„_,._.._._,_,._.._.,_„_,._.._.,_„_,._.._.,_„_,._.._.,_.._._a.
----------------------------------------- -----------------
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: 1" = 30'
Scale in Feet
Stage Storage Curve
30 0 30 60 818_�
ST-6 WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
TOP OF STRUCTURE
(818.00) N.T.S.
29.26 fl.
1.0N.F
J 2
rn PRINC.&EMER SPILLWAY(815.68)
o 815oo
m
iu
tL
CLEAN OUT LEVE(814.08)
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
812.00 Wetted Perimeter:25.88
000 0.30 0.60 oSo Area of Wetted Cross Section:29.77
Accumulative Storage(Acre-Ft) Channel Slope:0.1000
Manning's n of Channel:0.0423
Required Capacity=5,814 c.f.
Designed Capacity=13,763 c.f. Simage Yommeoompulsmns Discharge:36.31 cfs
Depth of Flow:1.32 feet
Required Area=6,086 s.f.(Based on 13.99 cfs x 435 s.f.) ST-6 velocity:1.22 fps
Designed Area=6,130 s.f. _ _ _ _ _
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE Channel Lining: inch Rock Rip-Rap
Freeboard:1.00 f feeet
(R) (R) (fl) (ec) AREA (fit) (,aft) STORAGE INTERVAL
eo-fl) ft) ST 6 SEDIMENT
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. - - - - - - - - - - - - - - - -
812.0 {�.� 0.0 0.0 0.0 0.07 2887.E 81].00 NIA NIA 0.0663 0.0721 00 0.0698 0.0698 1.00
813.00 NIA NIA 0.0779
&14.00 NIA NIA 0.988E 0.0637
1.92 p.0115 0.1513 2.90 TRAP DETAILS
813.0 0.07 112.E 3040.3 22743.3 0.08 3392.0 o.oeol US 0.00]0 0,1583 2.98
814.W NIA NIA 0.080E
814.0 0.15 244.1 6591.4 49306.9 0.09 3901.1 815.00 NIA NIA 0.1023 0.0858 0.92 0.086E 0.2450 3.00
815.68 NIA NIA o.1111 0.1067 0.68 0.0726 0,3175 3.68
815.0 0.24 395.2 10670.2 79819.0 0.10 4458.4 816.00 NIA NIA o.1153 0.1088 o.32 0.0337 0.3512 4.00
811.00 NIA NIA 0.128E 0.1219 1.00 0.1195 0.4707 5oo
815.7 0.32 509.7 13763.0 102954.1 0.11 4731.2 818.00 NIA NIA 0.1404 0.1345 1.00 0.1334 0.6041 6.00

^ Proposed Spillway
1 (See Detail This Sheet)
Existing Grade
--_ 820 820
Crest El.=810.0
Normal Po - 07.68
2�
------------------------- 2.
800 Bottom El.=804.0 800
During Mining Grade 50%Cleanout El.-806.06
NORMAL POOL EL.=807.68 780 780
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
B CROSS SECTION A-A
Scale: 1" = 30'
X BOTTOM EL.=804.0 R•
820 Existing Grade 820
Crest El.=810.0
Normal Pool EI 80 .68
2_ ............
2
800 Bottom EI.=804.0 800
SPILLWAY
LEVEL CONTROL SECTION 50%CLEANOUT EL. 806.06
(SEE DETAIL THIS SHEET)
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 1+60 1+80
CROSS SECTION B-B
Scale in Feet Scale: 1" = 30'
Stage Storage Curve
/�
30 O 30 6 ST-10 0 870.00 TOP,0.00)OF STRUCTURE
(6
WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
N.T.S.
X
J
6n PRINC.8 EMER SPILLWAY 11.07.6811
O 807.00 z9.28 fl.
LpboaN
N
W 1
CLEAN OUT LEVE (808.06) 2
.3'ft.
2000 fl.
804.00
0.00 0.30 0.60 0,90 Channel Design(Non-Erodible)
Accumulative Storage(Acre-Ft) Channel Type:Trapezoidal,Equal Side Slopes
Dimensions:Left Side Slope 2.00:1
Right Side Slope 2.00:1
Storage volume wmp,Wipna Base Dimension:20.00
Required Capacity=5,796 c.f.
Designed Capacity=13,909 c.f. ST 10 Wetter:25.88
Area eof Wetted tCross Section:29.77
Required Area=6,068 s.f.(Based on 13.95 cfs x 435 s.f.)
Designed Area=6,179 s.f. ELEV. wam LENGTH AREA ARE INTERVAL STORAGE ACC. STAGE Channel Slope:panne
9 (ft) (ft) (ft) (ac) AREA (ft) (aofl) STORAGE INTERVAL
Manning's n of Channel:0.0423
(ac) (­ft) (ft)
g g g g Discharge:36.31 c(s S T-10 SEDIMENT
Water Elev Storage Acre Ft Storage CY Storage CIF Storage GALLON Area Acres Area S.F. 804.0o N/A N/A 0.067o Depth of Flow:1.32 feet
805.00 N/A N/A 0.0907 O'0]26 1.00 0.0824 0.1630 1.00 Velocity:1.22 fps
804.0 0.00 0.0 0.0 0.0 0.07 2919.E 806.00 N/A N/A 0.090] 0.0848 1.00 0.0824 0.1530 2.00
0.0911 0.0E 0.0055 0.1585 2.0E TRAP DETAILS
eo6.06 N/A N/A 0.0915 Channel Lining:18 inch Rock Rip-Rap
805.0 0.07 113.9 3075.4 23005.8 0.08 3425.7 0.ws9 0.94 a.aa91 0.2a76 a.0
o
807.00 N/A N/A 0.1032 Freeboard:1.00 foal
806.0 0.15 246.8 6664.0 49850.2 0.09 3948.8 801.68 N/A N/A 0.1122 0.1077 0.88 0.0733 0.3208 sa
808.00 N/A N/A 0.1165 0.1 ON 0.32 0.0341 0.3549 4,00
807.0 0.25 399.4 10783.3 80665.0 0.10 449S.9 0.1233 1.01 0.120] 0.4756 5.00
809.00 N/A N/A 0.1302
807.7 0.32 515.2 13909.2 104048.1 0.11 4777.7 810.00 N/A N/A 0.1418 0.1360 00 0.1 me 0.6105 6,00

\ n
B . 840 840
cy � 900
7
Existing Grade
820 820
x
A Proposed Spillway
2 7 (See Detail This Sheet)
50%CLEANOUT EL.=795.98 P
0 2 =
----------- ----- -- -------------------
800 al Pool El. 797.68 Crest
EL 800.0 800
During Mining Grade
7 - -
A Bottom El.=794.0
50%Cleanout El.=795.98
X BOTTOM EL.=794.0 - 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
ASPILLWAY
LEVEL CONTROL SECTION CROSS SECTION A-A
(SEE DETAIL THIS SHEET)
Scale: 1" = 30'
820 820
NORMAL POOL EL.=797.68 During Mining Grade
_
800 ANormal Pool El. 797.68 800
-- -
Bottom El.=794.0 50%Cleanout El.=795.98
Existing Grade
13 780 780
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'
Scale in Feet
Stage Storage Curve
ST-13
50 0 50 100 800.00 T
(800.W)STRUCTURE WORST CASE SEDIMENT TRAP SPILLWAY DETAIL
N.T.S.
-2 n
1�oa a
PRINC.&EMER PILLWAV(]9].68) 1 �/
O 797.00
N
W z0.lw fl.
CLEAN DUT LEVEL(796.98)
Channel Design(Non-Erodible)
Channel Type:Trapezoidal,Equal Side Slopes
Dimensions:Left Side Slope 2.00:1
794.00 Right Side Slope 2.00:1
Base Dimension:20.00
0.00 0.60 1.20 1.80
Wetted Perimeter:25.88
Accumulative Storage(Acre-Ft) Area of Wetted Cross Section:29.77
Required Capacity=6,984 c.f. Channel Slope:0.1000
Designed Capacity=40,578 c.f.
Storage volume-putationa Manning's n of Channel:0.0423
Required Area=14,673 s.f.(Based on 33.73 cfs x 435 s.f.) ST-13 Discharge:36.31 cfs
Designed Area=14,893 s.f. Depth of Flow:1.32 feet
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE Velocity:1.22 fps
(ft) (ft) (ft) 00 AREA (ft) (,,ft) STORAGE INTERVAL
(ac) (aofl) (ft) Channel Lining:18 inch Rock Rip-Rap
Water Elev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. Freeboard:1.00 feet SIT
13 SEDIMENT
794.00 N/A NIA 0.2200
794.0 0.00 0.0 0.0 0.0 0.22 9581.7 795.00 N/A NIA 0.2399 0.2299 1.00 0.2262 0.2212 1.00
795.98 N/A NIA 0.2594 0.2496 0.98 0.2441 0.4703 1,98
795.0 0.23 364.9 9853.1 73706.2 0.24 10449.1 0.2701 1 1 0.0021 0.73H 2.09 TRAP DETAILS
796.00 N/A NIA 0.2598
796.0 0.47 762.1 20576.3 153921.E 0.2E 11315.8 97.0o N/A NIA 0.2804 Os7o1 0o Osssz 0.7ae6 a.00
]97.68 N/A NIA 0.2950 0.28]7 0.68 0.1956 0.9342 3.68
797.0 0.74 1191.6 32174.1 240679.0 0.28 12212.6 798.00 N/A NIA 0.3018 0.2911 0.32 0.0916 1.0258 4.00
]99.00 N/A NIA 0.3236 0.3127 1.00 0.3087 1.3345 5.00
797.7 0.93 1502.9 40578.7 303549.4 0.29 12848.6 800.00 N/A NIA 0.3419 0.3327 1.00 0.3310 1.6656 8.00

Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
December 2021
E=4-lqt�
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 Calculation
• Emulsion Storage and Bulk Truck Parking Area Sediment Trap Detail Sheets
MARSHALL MILLER&ASSOCIATES INc.

SEDCAD 4 for Windows
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Piedmont Lithium Carolinas, Inc.
Gaston 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 08-26-2a21

SEDCAD 4 for Windows
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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
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Structure Networking:
Type Stru (flows Stru Musk. K Musk.X DeSCription
# Into) # (hrs)
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
le #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
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4
Structure Summary.-
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (ds) (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
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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
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6
Su6watershed Hydrology Detail:
Time of Peak Runoff
Stru SWS SWS Rrea Conc Musk K Curve Mu9k X UHS Discharge Volume
# # (ac) (hm) (hrs) Number (Cfs) (ac-ft
#3 1 10.020 0.216 0.000 O.ODO 86.000 M 30.22 3.101
71 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
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 0.50 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 50.00 17.00 34.00 7.070 0.001
alluvial valley fans
Filename:EMULSION STORAGE AND TRUCK PARKING AREA 25 YR.sc4 Printed 08-26-2021

SEDDAD 4 for Windows
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7
5tru SW5 Land Flow Condition Slope(%) Vert• Dist. Horiz. Dist. Velocity Time(hrs)
# # (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 AREA 25 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
where:
V= Velocity,ft/sec
V = Izl k= Hydraulic Conductivity/Coefficient of Permeability,ft/min
i= Hydraulic Gradient ft/ft
Continuity Equation
where:
Q _ VA Q= Peak Discharge,cfs
V= Velocity,ft/sec
A= Drainage Area,square feet
Project Data k1= 0.000012 ft/min
Hydraulic Gradient,I= 1 ft/ft
Fill Area,A= 13.34 acre
Assumed Void Ratio= 0.3
CALCULATED VELOCITY V= 0.000012 ft/min = 0.000000200 ft/sec
DESIGN DISCHARGE FROM INFILTRATION Q= 0.116 cfs Q= 52 gpm
ASSUMED MAXIMUM DISCHARGE FROM EXISTING SEEPS AND SPRINGS Q= 238 gpm
UNDERDRAIN DESIGN DISCHARGE 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-S) Maw
# `
Flow Capacity in Rockfill
Reference: "Flow Through Rockfills",by Thomas Leps,Embankment-Dam Engineering,Casagrande Volume(1973).
Flow through Rockfill(cfs): where: W= Empirical Constant for a given rockfill
m= Mean Hydraulic Radius
1= Hydraulic Gradient,ft/ft
Q = (WM0.5)00.541A e A= Drain Area,square feet
\l JJ 1 + e e= Void Ratio of Rockfill
Suggested values of Wm 05 from Leps: Rock D 50 Wm 0.5
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 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 A(rH 2/3),Il($l A= inside area of pipe,square feet
n J r H = Hydraulic Radius of pipe,feet
S= pipe slope,ft/ft
PROJECT DATA 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
CALCULATED VALUES A= 0.08 ft2
r H = 0.08 ft
CALCULATED FLOW Q= 0.46 cfs = 207 gpm

A' Normal Pool QL5 H8W8D 818.52-Existing
= 819.00 Proposed Spillway
_ Existing Grade (See Detail This Sheet)
850 850
LEVEL CONTROL SECTION
(SEE DETAIL THIS SHEET)
N
Crest EL = 820.00
A,
NORMAL POOL EL. =818.52 - ' 800 During Mining Grade 800
1 /
50%CLEANOUT EL. =815.95 I I o I 0+00 0+50 1+00 1+50 2+00 2+50
Z j I I X Cross Section A-A'
B o w I
XB, C-18 �� Scale: 1" = 50'
I o I
w I o Q25 HWD EL = 819.00 Normal Pool EL = 818.52
w
m I Existing Grade
L I X I 850 850
C-18 x
Crest EL = 820.00
X During Mining Grade z
800 Bottom El. = 812.0 800
0+00 0+50 1+00 1+50
p Cross Section B-B'
Scale: 1" = 50'
CID M A
Stage Storage Curve
ST-20
820.00------ -� I (82pp
0.00)STRUC URE
Scale in Feet
PRINC.B EVER ILLWAY(818.52)
816.00 EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION-ROAD CROSSING
50 0 50 100 Z N T.S.
816.00
CLEAN uTLIVEL(etsss) 25.91 ft. �
Required Capacity= 3,258 c.f U4�ftf F eboord
Designed Capacityy=26,495 c.f. 2 20.0o ft. � Z T
Required Area=6,680 s.f. (Based on 15.77 cfs x 435 s.f.) 31400
Designed Area=6,866 s.f.
Channel Design(Non-Erodible)
Channel Type:Trapezoidal,Equal Side Slopes
Dimensions:Left Side Slope 2.00:1
812.00 Right Side Slope 2.00'1
0.00 0.20 0,40 0.60 0.80 1.00 Base Dimension:20.00
Accumulative Storage(Al Welted Perimeter:22.13
Area of Wetted Cross Section:9.98
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
000
812.00 0.00 0.0 0.0 0.0 0.06 2458.1 S1or°9e O°'° eCO Data"°^ ManChaningnel slh ofCh Channel:
Manning's n of Channel:0.0175
813.00 0.06 96.9 2616.2 19570.9 0.07 2946.9 ST-20
Discharge: w 0.cfs
�n Depth of Flow:ps feet
814.00 0.13 212.1 5726.0 42833.6 DA8 3450.2 ELEV. Wleth LENGTH AREA A INTERVAL STORAGE ACC. STAGE Velocity:1.58 fps
Oft) (fl) (fl) (ec) AREA (X)) (ac-ft) STORAGE INTERVAL
815.00 0.21 346.1 9344.3 69900.6 0.09 3975.9 °) (ac-ft) (ft) Channel Lining:Grouted Rock Rip Rap
n 9• rn - - - - - - - - - Freeboard:1.00 feel
816.DD 0.31 499.9 13496.4 100960.3 0.10 4525A 812.00 N/A N/A 0.0677 0.0620 1.00 0.0601 0."'1 1.00
813.0o N/A N/A 0.0677
p 814.0o N/A N/A 0.0792 0.0734 1.00 0.0714 0.1315 2 W
817.00 0.42 674.3 18207.4 136200.7 0.12 5102.7 815.SS N/A N/A 0.0513 0.0852 1.00 0.0831 o3145 3.95 S T 2 0 SEDIMENT
815.00 N/A N/A 0.1033
0.0573 0.95 0.0924 0.3069 3.95
818.00 0.54 870.5 23502.4 175810.2 0.13 5703.2 oow6 0.05 0.0029 0.3096 4.00
816.00 N/A N/A 0.1039
817.02 N/A N/A 0.1171 0.1105 1.00 0.1081 0.4180 5.00 TRAP DETAILS
818.52 0.61 981.3 26495.❑ 198196.4 D.14 6025.4 0.1240 1.00 o.'081 o.5395 6.00
818.00 N/A N/A 0.1309
818.52 N/A N/A 0.1384 0.1345 0.52 o.0700 0.W 6.52
819.00 N/A N/A 0.1453 0.1381 048 0.0655 0.6751 7.00
820.0o N/A N/A 0.1576 0.1514 1.00 0.1504 0.8264 U.

A X Proposed Spillway Q25 HWD EL = 819.00
(See Detail This Sheet) Normal Pool EL = 818.47 Existing Grade
---- i 850 850
LEVEL CONTROL SECTION
(SEE DETAIL THIS SHEET)
_
..�'; $'
-_ ----
----------------
Bottom Crest EL 8
\ \ _ 20.00
- 800 El. - 812.11 800
X - During Mining Grade
\ X BOTTOM EL. 812.11
NORMAL POOL EL. =818.47 i \\\ 750 750
50% CLEANOLIT EL. =815.95 �' \� 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
_ Cross Section A-A'
B� Scale: 1" = 50'
Q25 HWD EL = 819.00 Normal Pool EL = 818.52
850 Existing Grade 850
� All,
Crest EL = 820.00
During Mining Grade ?'
Scale in Feet Bottom El. - 812.1121 800
Stage Storage Curve 800 0+00 0+50 1+00 1+50 2+00
820,11
50 0 50 •00 ��,,P
OF STRUCTURE
1 20�' Cross Section B-B'
PRINC. EMERSPILLWAY(1647) Scale: 1" = 50'
81811
EMERGENCY SPILLWAY DETAIL
AN OUT LEVEL(at 95) LEVEL CONTROL SECTION-ROAD CROSSING
CL
N.T.S.
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.) a"" 26.12 ft.
Designed Area=8,389 s.f. �ss33 f
1 .i f, Freeboard
812.11 4
2 20.00 ft.�
0,00 0,20 0,40 0,60 0,80 1.00 Channel Design(Non-Erodible)
Accumulative Storage(Acre-Ft) Channel Type:Trapezoidal,Equal Side Slopes
Dimensions:Left Side Slope 2,00:1
Water Elev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. Right Side Slope 2.00:1
Storage volume computations Base Dimension:20.00
812.11 0.00 0.0 0.0 0.0 0.07 2996.1
ST-21 Wetted Perimeter:22.37
813.11 0.07 117.3 3167.2 23692.2 0.08 3556.9 - - - - - - - - - - - - - - - - Area of wetted Cross Section 11.17
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE Channel Slope'0,1000
814.11 0.16 255.7 6904.7 51650.5 0.10 4143.7 R) (R) (ac) AREA (R) (a h) STORAGE INTERVAL Manning's n of Channel:0.0175
815.11 0.26 416.4 11242.8 84101.9 0.11 4775.0
Discharge:18.87 cfs
812.11 NIA NIA o.o68a Depth of Flow:0.53 feet
816.11 0.37 600.9 16223.6 121360.8 0.12 5444.9 813 n N A N/A 0,0817 0.07" t.o0 0.6727 0.0727 1.So Velocity 1,69 fps
814.11 NIA NIA 0.0951 0.0884 1.00 0..a 0.1585 2.00
817.11 0.50 810.7 21888.E 163738.3 0.14 6158.E 815.11 NIA NIA 0.109E 0.1024 1.00 0.099E 0.2581 3.00 Channel Lining:Grouted Rock Rip Rap S T 21 SEDIMENT
0.11610.ra's 0.3560 3.84
818.11 0.65 1D47.4 211548.1 0.16 6913.5 E,596 NIA NIA 0.122E Freeboard 1.00 feel
816.11 NIA NIA 0.1250 0.11]3 0.1E 0.0164 0.3]2A 4.00 �
81].11 NIA NIA 0.14,4 0,1332 .so 0.1301 0.5025 5.'a
818.47 0.71 1140.E 30796.9 230377.2 0.17 7197.2 818.,1 NIA NIA 0.,58] °1500 1'00 0.146) 0.6092 6.00 TRAP DETAILS
81847 NIA NIA 0.,654 20 0.3E 0.0580 0.1082 6.3E
819.11 NIA NIA 0,1770 0.ifi]8 0.fi4 0.,0" 0.8,3fi ].00
820.00 NIA WA 0.1905 0.1837 can A-30 0.9]6fi ].an

Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►■a.iSr� ,�.►i �' December 2021
Culvert Design
• Culvert Summary Table
• Culvert Design Sheets
MARSHALL MILLER&ASSOCIATES,INC.

CULVERT SUMMARY
CULVERT DRAINAGE AREA CONTRIBUTING DESIGN STORM DESIGN CULVERT SIZE CULVERT MATERIAL
I.D. NUMBER AREA(AC.) EVENT(YR) FLOW(CFS) (IN.)
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 25 13.61 24 CMP
C-19 149, 152 3.53 25 13.72 24 CMP
C-20 160, 162 2.19 25 7.87 24 CMP
C-21 167 0.50 25 1.94 24 CMP
C-22 172 0.77 25 2.99 24 CMP
C-23 178 0.79 25 3.01 24 CMP
C-24 180 2.62 1 25 1 11.04 1 24 CMP

C-1 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME:PHASE 1 WASTE ROCK PILE 25 yr.sc4)
CHART 2
160— 10
n0o
168 8.000 EXAMPLE
156 6,000
5.000 D=36 inches(3 0 feet) 6 r2�
144 Q=66 cis
4,000 5 6
HW HW (3)
132 U
3,000 Q (feet) 5 6
W
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 800 3
D
84 600 Q=75.73 CFS 2
Soo 0/2=37.865 CFS
rn 400
2 72 2 2
U u- 300 O
z L) —15
Z Z 200 2
fi0 d N 15 15
tr
H 54 r
w Er 100 W
r 48 Z 6o
ZDU _ .-�' ...... ...... ... 1.18•3.(Y 3.54 HWp
U u) S.
O 42 50 Q 50 HW -eNTF� 4CE ' ? 1.0 1.0
�..SCAke TYPE �
lY r46_"'•• a. 1 0
W _ (1) Headwall
I j '3s 30 0 .9
33 20 (2) Mitered to 0.9
p conform to slope Q 08 0 8
30 (3) Projecting
U La4.] 0 8
� 27 10 tit
a 8 07 07
24 0 7
I— s
to 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 illustrated
2
15 Los 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 afs
a,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
U 1800 3
It
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
LL 42 50 HW SCALE ENTRANCE Z. •►.9.... 1. --•• -••--- 108'2 9i 2.7a HWD
0 40 D TYPE �
w (1) •'F1•i adwall w 1.0
W 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.
1 2
15 0.5
0.5
1 0 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 r21
14a 0=66 cis 1 I
4,000 5 6
132 0 HW. HW (3)
LU 3,000 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
tY
96 r 1,000 'D in feet 3
U 800 3
84
Q=6569CFS
U) 500 Q=32.845 CFS 2
N aoo
72 to 2 2
U
300 p
_ 15
z Z 200 =
80 Q U) —15 15
tr
~a 54 [W7 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 1t..... ... . ...... .........
LL .w. .............. ..30 ...... - �t1
Q 33 (2) Mitered to It 0 9
a 20 conform to slope Q 0 8
0 8
30
U (3) Project ng ¢O 0 8
w 27 10 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
use straight inclined line through 0 6 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'
� a
1sn
A A
26 fL
e
864 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
1Ba— 1o.aoo
168 a 000 EXAMPLE /
156 6 000 p=36 inches(3.0 feet) 6
5 000 Q=66 CIS (2)
144 4 000 5 6
132 U HW' HW (3)
W 3 000 D (feet) 5 6
120 ~
2 000 (1) is 5.4 5
a (2) 21 63 4
108
Q (3) 22 66 3 4
Ix
96 =3 1.000 'D in feet 3
Boo 3
84 600 0=35.05 CFS
500 W=17.525 CFS 2
to 400
= 72 cn 2 2
V
300 p
_ 1.5
Z Z 200
�► 1 5
!7 d N• ........ ......... ..�:$. 148'20'=2.92'HYVD
a: 54 �,.F-
W a 100 �•.•'•• W
� U p
U N fi0
O
42 SO HW SCALE •'ENTRANCE Z 1.0 10
W 40 D TYPE a 10
,.�1) Headwall W
36 30 .•.•`•`� p
r2
Q 33 (2) Mitered to 0: a,9
,•20 Conform to slope Q 0.8 0 B
30 ••• (3) Projecting
0.8
d 27 �•.•`�• 10 W
a .•'.•' a = 0 7 0 7
Q 6•24 07
�
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
18 i ustrated.
2
15 05 05
10 05
12 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.sc4)
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 H 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 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 ...-•- ------ ---COD
t.as•z tr=x ea Hvuo
w a 100
U '* 60 ••`•••
0 42 50 w SCALE ••'TRANCE ? 10 10
It 40 D TYPE H 10
u] ,. Headwall
33 (2) Mitered to If
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- 6
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 5 6
132 U HW* HW (3)
w 3,000 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
Of
96 1,000 Din feet 3
U 800 3
D
84 Of 600 Q=128.12 CFS
500 Q/2=64.06 CFS 2
1400
w 72 (n 2 2
Z_ U 300 p
1.5
Z Z 60 200 =
0 CT 1.5 1.5
of
1-- 54 w w
w <Y 100 ........ ......... ..... 1.3'3.5'=4.55'HWD
..�•
-J 48 280 Q
D U
U ....Co 60•..
LL p HW ENTRANCE Z 1.0 1.0
42 50 D SCALE TYPE 2
0f 40 1-- 1.0
�u (1) Headwall w 0.9
w 36 30 p
Q 33 (2) Mitered to 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
use straight inclined line through 0.6 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,a00
168 8,000 EXAMPLE / 1
156 6,000 —`
5,00D D=36 inches(3 0 feet) 6 l2/
144 0=66 cts
4,000 $ 6
132 0HW• HW (3)
W 3,000 D (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 1,000 'D in feet 3
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 C7 S 5 1 5
a 54 C� H
J 4B T 80
. ... .. ...............
p42 4o 5a HW SCALE ENTRANCE Z 1.0 1.0
0 D TYPE
W (1) ••il8adwall d 10
W 36 30
.••''t�)••. Mitered to
33 09
p 20 conform to slope ¢ 0 g
0.8
30
d (3) Projecting 0 8
27 10
0 6 0 7 0.7
'24 0 7
� 6
5 To use scale(2)or(3)project
2l 4 horizontally to scale(1),then
use straight inclined fine through 0.6 0.6
3 D and 0 scales,or reverse as 0 6
16 illustrated.
2
15 0.5 0'
1.o a s
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 zm 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 6
lc�132 C.) HW' HW (3)
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
96 :3 1.000 'D in feet 3
U 7-
Boo L3
64 600 Q=33 73 CFS
fn 500 2
to 400
T 72 (D2 2
U Lt 300 O
Z U 1.5
z z 200
O 60 Cvi U) 15 15
1-- 54 (1 iw—
w m 100 W
J 48 Z 80
U a
U N
w 42 p 60 HW ENTRANCE ? 1.0 10
p 50 D SCALE _ ,,,,,,•_,
••"•' 1,05.3.0'm 3,15 HV4d
40 __ t.0
w (1}- •Headwall w
LLJ -SlS"•• '• •30•
Q 33 20 (2) Mitered to W 0.9
p conform to slope Q 0$ 0 8
U 30 (3) Projecting
Laq] 108
27 10 111
8 = 0 7 .3 r
24
H
6 u_
5 To use scale(2)or(3)profect
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
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 2)
144 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
(1) He agyrall 0,
LL] 36 30 .�•+'• p
33
(2) .•••Mitered to x 0 9
20 conform to slope ¢ 0 6 0.8
30 •,.•=3) Projecting
0 +.• Q 08
w 27 10 .•'`• ul
Q g:` 2 0.7 0.7
Z 24 •�, `•
•�• 6
w 0. 5 To use scale(2)or(3)project
21 ,.� 4 horizontally to scale(1) then
+�..•• use straight inclined line through 0.5 0.8
3 D and Q scales,or reverse as 0 6
18 illustrated
2
15 05
0.5
110 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
156 5,000 D=36 inches(3 0 feet) 11 6
5,000 0=66 ds (2)
144 4,000 5 6
132 C3 HW" HW (3)
W 3,000 D (feet) 5 5
120 ~
2,000 (1) 1.B 54 5
a (2) 2.1 63 4
106 Q (3) 2,2 66 3 4
96 H 1,000 •D in feet 3
U Boo 3
a=25.81 CFS
84 500 012=12.905 CFS 2
U) 400
= —
72 (n 2 2
Z_ U 300 Q
15
Z z 200
50 O fA 15 15
W
W cc 100 LLJ
J 48 = so a
U _ In-60
0 42 50 HW SCALE ENTRANCE 7tr'-- -'i'd'--- ------ 1 09.2.0 .2 18'HWp
a 40 D TYPE �,,.•'
W {1) Heat�yyalf••w•• CL 1.0
W 36 730 ��,.• Q
Q 33 .iz).•''•••� Mitered to � 09
1.p 20 ,..'' conform to slope Q 0 g
os
30 (3) Projecting
U '•�•• aQa 0 8
w 27 •••'• 10 LD
< ..•.• fi = 07 07
Q •24
� fi 0 7
5 To use sca a(2)or(3)project
21 4 horizontally to scale(1).then
use straight inclined line through 0 5 0 6
3 D and 0 scales,or reverse as 0A
19 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.5c4)
CHART 2
180— 10.000
me 8 000 EXAMPLE
156 6 000 D=36 inches(3 0 feet) 6
5 000 D=66 ds (2)
144 4 000 5 6
132 C7 HW' HW {3)
3 OQO W p (feet) 5 6
120 ~
2,000 (1) 1.8 5.4 5
fZ (2) 2.1 6.3 4
108 J
Q (3) 2 2 6.6 3 4
ix
96 1,000 '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 5o HW SCALE ENTRANCE • 'Yff--- "i.p'"" ----- 1.09•z 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 Q g
30 0.8
L) (3) Projectng Oa 0 B
••",.
C3 27 10 W
0 ,•••" 8 0.7 0 7
Z "24• Q 7
� 6
to 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 05
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.

Culvert Calculator Report
CULVERT CA 3
Solve For:Headwater Elevation
Culvert Summary
Allowable HW Elevation 790.00 ft Headwater Depth/Height 0.90
Computed Headwater Elevt 782.52 ft Discharge 537 91 cfs
Inlet Control HW Elev. 782.44 ft Tailwater Elevation 000 ft
Outlet Control HW Elev. 782.52 ft Control Type Entrance Control
Grades
Upstream Invert 778,00 ft Downstream Invert 770 40 ft
Length 181.00 ft Constructed Slope 0041989 ft/ft
Hydraulic Profile
Profile S2 Depth,Downstream 1 28 ft
Slope Type Steep Normal Depth 1 18 ft
Flow Regime Supercritical Critical Depth 282 ft
Velocity Downstream 20.94 ftls Critical Slope 0003165 f 1ft
Section
Section Shape Box Mannings Coefficient 0.013
Section Material Concrete Span 10.00 It
Section Size 10 x 5 ft Rise 5.00 ft
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 782.52 ft Upstream Velocity Head 1-41 ft
Ke 0.20 Entrance Loss 0.28 ft
Inlet Control Properties
Inlet Control HW Elev 78244 ft Flaw Control Unsubmerged
Inlet Type 90" headwall w 45 bevels Area Full 100.0 ft'
K 049500 HDS 5 Chart 10
M 066700 HDS 5 Scale 2
C 003140 Equation Form 2
Y 082000
Project Engineer-earl chomsbay(pmma1.com
c.1...lculvert master runstculvert o-13 check cvm CulvertMaster v10.3[10 03 00.03]
06/10121 02:1808@Wey Systems,Incorporated Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 1 of 1

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 D=36 inches(3.0 feet) B
5,000 Q=66 ds (Z)
144 4,000 5 6
132 U HW' HW (3)
IL 3,000 D (feet) 5 6
120 ~
2,000 (1) 18 5.4 5
10B J (2) 2.1 63 4
(3) 2.2 6.6 L3 4
96 D 1,000 'D in feet 3
U Boo 3
Ix
84 600 4=7.02 CFS
50o 2
U3LU a°°
T 72 to 2 2
Z_ U 300
15
Z Z 200 =
60 d U) 15 15
w tU
w 54 cr 100 w
48 = 80 -------- --------- 1.20•1 ti=1 9r HvvD
p U
O
0120
60 HW ENTRANCE .•'•••z —to 1 0
42 50 D SCALE TYPE ;'•, _
IY 40 •' 10
LU (1) Hea0w'allLIJ 09
L~!! 36 30 ••.• p
Q 33 (2) ,•• Mitered to w 09
••.• conform to slope Q 0 8 08
30 �•013) Projecting
10.8
fr
27 t0 .•'�• ls!
p ,.6•�• Z 0 7 0 7
24 ,•.•' B 0 7
U) 5 To use scale(2)or(3)protect
21 �.•• 4 horizontally to scale(1) then
•�•,•'• use straight inclined line through °6 06
3 D and Q scales,or reverse as o 6
18 illustrated
2
15 05 05
110 05
`— 12 HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q=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 /
156 6,000 1-1
5,000 D=36 Indies(3 a feel) 6 2�
144 Q=66 cfs 1 1
4.000 5 6
HW' HW (3)
132 U
III
D (feet) 5 6
120 ~
2,000 (1) 18 5.4 5
108 J
d (2) 2.1 6-3 4
(3) 22 6.6 3 q
96 h 1,000 'D in feet 3
U eoo 3
84 � 600 Q=33 73 CFS
rn Soo 2
fn 400
z 72 w 2 2
Z U 300 O
1.5
z Z 200 =_
BO C3 U3 1 5 1 5
a 54 LLJ 0 H
w ix 100 W
J 48 z 80 a
U � -60
LL 42 n 50 HW SCALE ENTRANCE ? 1.0 10
0 D �..................... •.. .. 105'3 0'=3 15 H4VD
or 40 TYPE•-----...._
10
w ................
---- 0)+ .Headwall W 0
W "3tr. 30 p
Q 33 (2) Mitered to W 09
p 2D conform to slope F- 0 8 0 8
30 (3) Projecting
U p0a �08
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
use straight inclined line through 0 8 n 6
3 D and Q scales,or reverse as p E
18 illustrated
2
15 05 05
110 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.

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
CHART 2
16D— 10 0DD
758 8.000 EXAMPLE
156 6.000
5,OD0 D=36 inches(3 0 feet) 6 ��`
144 Q=fib cfs
4.DOD 5 6
132 U HW• HW (3)
W 3.000 D (feet) 5 6
120 ~
2,000 (1) is 54 5
d (2) 2.1 63 4
108 J
(3) 22 66 3 4
95 D 1.000 •D in feel 3
0 Bo0 3
fia fi00 O=33.73 CFS
2
500
to aoD
z 72 U) 2 2
U
300
_ 15
z Z 2000
60 t3 N 15 15
LU tY
a Sa t.7 LU
w it 100 LL
J 48 Y 80 Q
U
u_ 42 q 0 HW SCALE ENTRANCE ? 1.0 10
0 D TYPE• ...3!. ""' ............... 1 05.3 0'=3 15'HYMD
Fes- ... 4� (1j" .Headwall W 0 9 1 D
W •36•_•• 30 p
:533 (2) Mitered to W 0 9
C1 20 conform to slope Q 0.8 08
30 (3) Projecting
U paQ 0.6
27 10 W
6 T 07 07
24 6 0 7
5 To use scale(2)or(3)project
21 4 horizontally to scale(1) then
use straight inclined line through D 6 0 6
3 D and Q scales,or reverse as 06
18 iF ustrated
2
15 DS O5
1.0 Los
12 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.

C-17 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME.PHASE 1 WASTE ROCK PILE_25 yr.sc4)
CHART 2
180--w— 10 000
1.168 8 000 EXAMPLE
(1)
158 5 000 D=36 inches(3 0 feet) 6 1 5 000 0=66 cfs (2)
t44 4 00D g 6
132 U 3000 HW' HW (3)
W D (feet) 5 6
120
2000 (1) 1.8 54 5
d (2) 21 63 4
108 J
(3) 2.2 66 3 4
95 1 000 'D in feel 3
V 800 3
84 600 Q=71 26 CFS
rn 500 Q12=35 63 CFS 2
N 40d
� 72 cr) -2- 2
ILL_ 300
z U 1s
Z Z 200 =
fi0 15 15
—54 W �
W tY 100 W
48 U 80 Q
U t!) �
�.120
60 �,- - --i:6---- - 1.08•3.0' 9.24 HVVD
tL 42 ❑ 50 HW SCALE ENTRANCE _ TV--- --- _
0 _ •-1Yptr*----•- '-_
IY 40 D -•-- 1- 10
W (1) Headwall
W —00
t j -36-... 30 ❑
Q 33 (2) Mitered to W 09
p conform to slope F- 0 8
08
30 (3) Projecting
U a❑a 10's
27 10 W
0 6 = 07 07
24 g '
E0 5 To use scale(2)or(3)project
21 4 horizonta,y to scale(1).then
use straight inclined line through 0 6 0 6
3 D and Q scales,or reverse as 0 6
16 illustrated
2
15 05 05
110 L05
12 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
w HW" HW (3)
3,000 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
96 1,000 •D in feet 3
U 800 3
64 a Goo O=13.61 CF5
500 2
W 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 tY 100 W
J 48 z 8a Q
D U
U tJ] 60 •'••••.. ..-1
0•••• •••••• 1.2 2.0'=2.4a'HWD
0.0 42 O 50 HW SCALE ENTRANCE -•'� 10
D TYPE.,•••'••• _
Ix 40
W (1) hl¢3d�va0 a 10
W 36 30 ••.•' 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
Q 3: 07 07
24 6 0 7
�
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 -Ilustrated.
2
15 a5 05
10 O5
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.

Culverts for Screening Berms
C-19 thru C-24
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAMES;ST-22 thru ST-48 25 yr sc4 and ST49 thru ST-55_25 yr.sc4)
Flow Based On Worst Case C-19 flow for Drainage Areas 149 and 152
CHART 2
180— 10,0aa
168 8,000 EXAMPLE
{1}
156 6,000 D=35 Indies(3 0 feet) 6
5,000 0=66 ds (2)
144 4,000 5 6
132 0HW' HW (3)
w 3,000 D (feet) 5 6
120 ~
2,000 (1) 18 54 5
IL (2) 2.1 63 4
108 J
Q (3) 2.2 fi fi 3 4
96 :3 1,000 'D in feet 3
U 800 3
p
84 600 Q=13 72 CFS
N 500 2
400
S 72 2 2
Z_ LL(U 300 Q
15
z Z 200 r
60 u) 15 15
w W
� 54 TD H
w lY 100 w
J 48 2 80 Q
U [L) ... ......... .
q. ----- --- 1.13.2,0'=2.25 HVVD
U- 42 ❑ 50 HW SCALE ENTRANCE ••".•'• 1.0 7 0
0 40 D TYPE�,r• 1--
w (t) wall d 10
W 36 30 .••"" ❑
Q 33 •.•�2}`�+• Mitered to W 0.9
❑ 20 •".•'• conform to slope ¢ 08 08
30 (3) Projecting
• 108
a 8 = 07 07
0
z `24• 07
H 6
N 5 To use scale(2)or(3)project
21 4 horizontally to scale(1).then
use straight inclined line through 0 fi 0 6
3 D and 0 scales,or reverse as 0 6
18 illustrated.
2
15 o5 L05
10 05
i2 HEADWATER DEPTH FOR
C.M. PIPE CULVERTS
WITH INLET CONTROL
FOR Q= 13.72 CFS,USE
1-24 INCH CMP WITH 2.26'HWD
OR EQUIVALENT. PROVIDE MIN,1.0
FT.COVER.

Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
►►' g '►► December 2021
Screening Berm / Pond Access Road Sediment Trap, Screening
Berm Sediment Ditch, and Diversion Ditch Details
• Sedcad and Weighted Curve Sheets
• Screening Berm / Pond Access Road Sediment Trap Detail Sheets
• Screening Berm Sediment Ditch Detail Sheets
• Diversion Ditch Detail Sheet
MARSHALL MILLER&ASSOCIATES,INC.

SEDCAD 4 for Windows
f'rrwrinh/loan Inin Gomel. I Crh—h
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
Storm water Management Plan
Screening Berms and Pond Access Road Drainage Control
Structures
Including Sediment Traps ST-22 thru ST-48
Drainage Area(s): 93, 941 95, 96, 971 98, 99, 100, 1011 102, 103,
104, 105, 106, 107, 108, 109, 110, 111, 112, 113, 114, 115,
116, 117, 118, 119, 120, 1211122, 123, 1241125, 126, 127,
128, 129, 130, 131, 133, 134, 135, 1361137, 1381139, 165,
166, 167, 168, 169, I70, 171, 172, 173, 174, 175, 176, 177,
1781179, 180, 181, 182, 183, 184, 185, 186, 187, 188, 189
190, I91, 192, 193, 194, 195, 198, 199, 200, 201, 202, 203,
204, 205, 206, 2071 208
Storm Event., 25-Year/24-Hour
Filename. ST-22 thru ST-48 25 YR.sc4 Printed 12-01-2021

SEDCAD 4 for Windows
f'nn..nnM icon.9M11 o-ai. I Gnh..nk
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 25 yr- 24 hr
Rainfall Depth: 6.240 inches
Filename ST-22 thru ST-48 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r msnh/100A inn n 1 c,6..ek
A
Structure Networking:
Type Stru (flows Stru Musk. K Musk.X Description
# into) # (hrs)
Null #1 =_> #18 0.000 0.000 DA-93(ST-22)
Null #2_ __> #5 0.000 0.000 DA-94
Null #3 =_> #5 0.000 0.000 DA-95
Null #4 =_> #5 0.000 0.000 DA-96
Null #5 =_> #18 0.000 0.000 DA-97(ST-23)
Null #6 =_> #18 0.000 0.000 DA-98(ST-24)
Null #7 =_> #6 0.000 0.000 DA-100
Null #8 #6 0.000 0.000 DA-101
Null #9 =_> #11 0.000 0.000 DA-99
Null #10 =_> #11 0.000 0.000 DA-102
Null #11 #18 0.000 0.000 DA-103(ST 25)
Null #12 =_> #18 0.000 0.000 DA-104(ST-26)
Null #13 =_> #12 0.000 0.000 DA-105
Null #14 =_> #13 0.000 0.000 DA-106
Null #15 =_> #12 0.000 0.000 DA-107
Null #18 =_> End 0.000 0.000 NULL WATERSHED
Null #27 =_> #29 0.000 0.000 DA-108
Null #28 =_> #29 0.000 0.0D0 DA-109
Null #29 =_> #18 0.000 0.000 DA-110(ST-27)
Null #30 #31 0.000 0.000 DA-111
Null #31 =_> #18 0.000 0.000 DA-114(ST 28)
Null #32 =_> #31 0.000 0.000 DA-115
Null #33 =_> #35 0.000 0.000 DA-113
Null #34 =_> #36 0.000 0.000 DA-116
Null #35 =_> #36 0.000 0.000 DA-117
Null #36 =_> #18 0.000 0.000 DA-118(ST 29)
Null #37 =_> #39 0.000 0.000 DA-119
Null #38 ==> #39 0.000 0.000 DA-120
Null #39 =_> #18 0.000 0.000 DA-121(ST-30)
Null #40 =_> #41 0.000 0.000 DA-122
Null #41 =_> #18 0.000 0.000 DA-123(ST 31)
Null #42 =_> #18 0.000 0.000 DA-125(5T-32)BASED ON PHASE 1
Null #43 ==> #44 0.000 0.000 DA-126
Null #44 =_> #42 0.000 0.000 DA-127
Null #45 =_> #44 0.000 0.000 DA-128
Null #46 =_> #18 0.000 0.000 DA-129(ST 33)
Null #47 =_> #46 0.000 0.000 DA-130
Null #48 =_> #46 0.000 0.000 DA-131
Null #49 =_> #51 0.000 0.000 DA-205
Null #50 =_> #51 0.000 0.000 DA-207
Filename:ST-22 thru ST-48 25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
iaao_-min oo, 1. i a.h-h
Type Stru (flows Stru Musk. K Musk.X Description
# into) # (hrs)
Null #51 =_> #18 0.000 0.000 DA-208(ST-34)
Null #52 =_> #18 0.000 0.000 DA-203(ST-35)
Null #53 =_> #52 0.000 0.000 DA-204
Null #54 =_> #52 0.000 0.000 DA-206
Null #55 =_> #56 0.000 0.000 DA-198
Null #56 =_> #58 0.000 0.000 DA-200
Null #57 =_> #58 0.000 0.000 DA-201
Null #58 =_> #18 0.000 0.000 DA-202(ST-36)
Null #59 =_> #61 0.000 0.000 DA-132
Null #60 =_> #61 0.000 0.000 DA-133
Null #61 =_> #18 0.000 0.000 DA-133a(ST-37)
Null #62 =_> #18 0.000 0.000 DA-134(ST-38)
Null #63 ==> #62 0.000 0.000 DA-135
Null #64 =_> #62 0.000 0.000 DA-136
Null #65 =_> #67 0.000 0.000 DA-137
Null #66 =_> #67 0.000 0.000 DA-138
Null #67 =_> #18 0.000 0.000 DA-139(ST-39)
Null #68 =_> #18 0.000 0.000 DA-193(ST-40)
Null #69 =_> #68 0.000 0.000 DA-194
Null #70 =_> #18 0.000 0.000 DA-191(ST-41)
Null #71 =_> #70 0.000 0.000 DA-192
Null #72 ==> #70 0.000 0.000 DA-195
Null #73 =_> #74 0.000 0.000 DA-180
Null #74 =_> #76 0.000 0.000 DA-181
Null #75 ==> #76 0.000 0.000 DA-182
Null #76 =_> #18 0.000 0.000 DA-183(ST-44)
Null #77 =_> #18 0.000 0.000 DA-184(5T-43)
Null #78 =_> #77 0.000 0.000 DA-185
Null #79 =_> #77 0.000 0.000 DA-187
Null #80 =_> #82 0.000 0.000 DA-188
Null #81 =_> #82 0.000 0.000 DA-189
Null #82 =_> #18 0.000 0.000 DA-190(5T-42)
Null #83 =_> #84 0.000 0.000 DA-176
Null #84 =_> #18 0.000 0.000 DA-177(ST-45)
Null #85 =_> #84 0.000 0.000 DA-178
Null #86 =_> #84 0.000 0.0D0 DA-179
Null #87 =_> #89 0.000 0.000 DA-173
Null #88 =_> #89 0.000 0.000 DA-174
Null #89 =_> #18 0.000 0.000 DA-175(ST-46)
Null #90 #91 0.000 0.000 DA-167
Null #91 =_> #18 0.D00 0.000 DA-170(ST-47)
Null #92 =_> #91 0.000 0.000 DA-171
Filename:ST-22 thru ST-48 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
f'n....rinht 1apC_7M f1 Pamela I Cr�M.nh
Type Stru Glows Stru Musk- K Musk.X Description
# into) # (hrs)
Null #93 =_> #92 0.000 0.000 DA•172
Null #94 =_> #95 0.000 0.000 DA-165
Null #95 =_> #96 0.000 0.000 DA-166
Null #96 #18 0.000 0.000 DA-168(ST-48)
Null #97 =_> #96 0.000 0.000 DA-169
#97
Null
#94
NO
#95
Null
#96
Null
#93
Null
#92
Null
#9D
Null
#91
Null
#88
Null
#87
Null
#89
Null
#86
Null
#85
Null
#83
Null
#84
Null
081
Null
#80
NO
4 #82
Null
Filename ST-22 thru ST-48 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
f,-imo 1QGR.,)nin o-ia I C,h-h
7
,#79
Null
,#78
Null
4 ,#77
Null
16, ,#75
Null
073
Nu/1
4 ,#74
Null
076
Null
.072
Null
,071
Null
,#70
Null
1069
Null
,06B
Null
,#66
Null
065
Null
,#67
Null
,#64
Null
#63
Null
,062
Null
#60
Null
,#59
Null
,061
Null
#57
Null
Filename ST-22 thru ST-48_25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r,yrw,,;nhl 106R_9A1A O�mn1� I Grh.anl. p
4
#55 �
Null
#56
Null
#58
NO
4 #54
Null
4 #53
Null
#52
Null
#50
Null
#49
Null
#51
Null
#48
Null
#47
Null
#46
Null
#45
Null
#43
Nul/
#44
Null
#42
Null
#40
Null
#41
Null
#38
Null
#37
Null
#39
Null
4 #33
Null]
rilename ST-22 thru ST-48 25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
61
Null
4i #34
Null
#36
NUII
#32
Null
#30
NO
#31
NO
#28
Null
#27
Null
#29
Null
#15
Null
19 #14
Null-
4 413
Null
#12
Null
010
Null
#9
Null
Oil
Null
#9
Null
#7
Null
#6
Null
#4
Null
#3
NO
#2
NUII
Filename. ST-22 thru ST-48 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
f nrw.nnhf 100i7_9I11R Cameh I Crl.unh
10
#S
Null
#1
Null
LNU
Filename.ST-22 thru ST-48 25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
11
Structure Summary.-
Immediate Total Peak Total
Contributing Contributing
Discharge Runoff Volume
(ac) (ac) (cfs) (ac-ft)
#97 0.430 0.430 1.67 0.14
#94 0.390 0.390 1.52 0.13
#95 1.750 2.140 8.31 0.69
#96 0.350 2.920 11.34 0.94
#93 0.770 0.770 2.99 0.25
#92 3.370 4.140 16.08 1.34
#90 0.500 0.500 1.94 0.16
#91 0.490 5.130 19.93 1.66
#88 0.430 0.430 1.64 0.14
#87 1.660 1.660 6.33 0.52
#89 0.650 2.740 10.45 0.86
#86 1.270 1.270 4.84 0.40
#85 0.790 0.790 3.01 0.25
#83 0.520 0.520 1.98 0.16
#84 0.300 2.880 10.98 0.91
#81 0.910 0.910 2.91 0.23
#80 1.070 1.070 3.42 0.27
#82 0.310 2.290 7.32 0.57
#79 1.500 1.500 6.50 0.58
#78 1.150 1.150 4.98 0.44
#77 0.300 2.950 12.78 1.14
#75 0.240 0.240 1.01 0.09
#73 2.620 2.620 11.04 0.96
#74 9.450 12.070 50.88 4.44
#76 0.170 12.480 52.60 4.59
#72 2.070 2.070 7.59 0.62
#71 0.560 0.560 2.05 0.17
#70 0.360 2.990 10.96 0.89
#69 0.830 0.830 3.28 0.28
#68 0.170 1.000 3.95 0.33
#66 4.330 4.330 16.20 1.33
#65 1.440 1.440 5.39 0.44
#67 0.570 6.340 23.72 1.95
#64 0.470 0.470 1.89 0.16
#63 0.290 0.290 1.17 0.10
#62 0.300 1.060 4.26 0.36
#60 1.140 1.140 4.51 0.38
Filename ST-22 thru ST-48 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
P'-,"-hl loon 7mn in-i. I Crh.•nh
12
Immediate Total Peak Total j
Contributing Contributing a Discharge Runoff
Area Volume
(ac) (ac) (cfs) (ac-ft)
#59 1.240 1.240 4.90 0.41
#61 0.220 2.600 10.28 0.86
#57 0.380 0.380 1.34 0.11
#55 3.270 3.270 11.49 0.92
#56 1.100 4.370 15.36 1.23
#58 0.170 4.920 17.29 1.39
#54 0.430 0.430 1.58 0.13
#53 0.330 0.330 1.21 0.10
#52 0.230 0.990 3.63 0.29
#50 1.950 1.950 7.29 0.60
#49 0.800 0.800 2.99 0.25
#51 0.340 3.090 11.56 0.95
#48 0.910 0.910 3.94 0.35
#47 0.560 0.560 2.43 0.22
#46 0.260 1.730 7.49 0.67
#45 1.890 1.890 7.07 0.58
#43 0.750 0.750 2.81 0.23
#44 0.040 2.680 10.03 0.82
#42 0.120 2.800 10.47 0.85
#40 0.300 0.300 1.19 0.10
#41 0.080 0.380 1.50 0.12
#38 0.800 0.800 3.47 0.31
#37 1.120 1.120 4.85 0.43
#39 0.220 2.140 9.27 0.82
#33 0.620 0.620 2.27 0.18
#35 0.210 0.830 3.04 0.25
#34 0.090 0.090 0.33 0.02
#36 0.090 1.010 3.70 0.29
#32 0.070 0.070 0.27 0.02
#30 0.270 0.270 1.05 0.09
#31 0.100 0.440 1.71 0.13
#28 0.200 0.200 0.84 0.07
#27 0.800 0.800 3.37 0.29
#29 0.090 1.090 4.59 0.39
#15 0.130 0.130 0.51 0.04
#14 1.140 1.140 4.43 0.37
#13 0.700 1.840 7.15 0.60
#12 1.700 3.670 14.26 1.19
#10 0.530 0.530 2.23 0.19
#9 0.350 0.350 1.48 0.13
#11 0.200 1.080 4.55 0.40 j
Filename 5T-22 thru 5T-48 25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
n—,inhl loon.7nin o—s. i Q,hnnh
13
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
#8 1.610 1.610 6.48 0.55
#7 0.700 0.700 2.82 0.24
#6 0.150 2.460 9.90 0.84
#4 0.870 0.870 3.32 0.27
#3 1.D60 1.060 4.04 0.33
#2 1.990 1.990 7.59 0.63
#5 0.190 4.110 15.67 1.30
#1 I.D00 1.000 4.33 0.39
#18 0.000 76.290 298.54 25.08
F.lename ST-22 thru ST-4$ 25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
Pnn—;nhf l800 �nR Oa..•ola 1 G�h.nh
14
Structure Detal/.-
.Structure #97(Nub
DA-169
Structure #94(Nulls
DA-165
Structure #95
DA-166
Structure #96 LMu10
DA-168(ST-48)
Structure #93Null
DA-172
. tructure #92(Nulls
DA-171
Structure #90 INull,�
DA-167
Structure #91 (Nulls
DA-170(5T-47)
.Structure #88 (NuII�
DA-174
Structure #87 6M
DA-173
,Structure #89 (Nulls
DA-175(ST-46)
Structure #86(Nulls
DA-179
Structure #85(Nulls
DA-178
Filename ST-22 thru ST-48 25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r-,A hf i ooa.onm n i
Structure #83(Null)
DA-176
Structure #84^(Nul
DA-177(ST-45)
Structure #81 (Null)
DA-189
Structure # 0 NO
DA-188
Structure #82 Null)
DA-190(ST-42)
,Structure #7 Nl
DA-187
Structure #78 Nub
DA-185
Structure #77 Null)
DA-184(ST-43)
.Structure #75(NuII)
DA-182
Structure #73
DA-180
Structure #74(Nulls
DA-181
,Structure #76(Null)
DA-183(5T-44)
Structure #71(Null)
DA-195
Structure #71Nul
DA-192
Filename: ST-22 thru ST-48 25 YR_sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r,,..,,a n#icon.anin o—m. i c�h.-+,
16
Structure.2f70IVu!!)
DA-191 (ST--41)
,Structure #69 (Null)
DA-194
,Structure #68(ft
DA-193(5T-40)
.Structure #66(Null
DA-138
`tructure #65(Null)
DA-137
,Structure #67Null)
DA-139(5T-39)
Structure 2t64^lNu11�
DA-136
.Structure #63 (Nulls
DA-135
Structure #62(Null)
DA-134(57---38)
Structure #60(Null)
DA-133
Structure #59(Null
DA-132
Structure #61 (Null)
DA-133a (ST-37)
Structure #57(Null)
DA 201
.Structure #55(Null
DA-198
Filename ST-22 thru ST-4$ 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
('nn—h}ioaR.-min damn e I GGh..mh
17
Structure #56 Null)
DA-200
Structure #58(Null)
DA-202(5T-36)
Structure #54 IyuLI)
DA 206
Structure #53 Null
DA 204
,Structure #V(Null)
DA 203(ST--35)
Structure #50
DA-207
Structure #40 (Nulls
DA-205
Structure #51 (Nr}II)
DA-208(5T-34)
Structure #48
DA-131
Structure #47 Nul
DA-130
Structure #46(Null)
DA-129(5T-33)
Structure #45Null
DA-128
Structure #43(Null)
DA-126
Structure #44(Null)
DA-127
Filename ST-22 thru ST-48 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
f nrwrrinhl icon )mn 0-1. I iz,h—h
18
Structure -`42 Null
DA-125(ST-32) BASED ON PHASE I
Structure #40(Null)
DA-122
Structure t Nu l)
DA-123(ST-31)
Structure #38(IVu111
DA-120
Structure #37(NuI
DA-119
tr t r #3 Null
DA-121 (ST-30)
Structure #33 tNulll
DA-113
Structure #35N�l
DA-117
tru re #34,.(Null,
DA-116
Structure #36 Nulls
DA-118(ST-29)
Structure #32(Null)
DA-115
Structure #30(Null)
DA-111
.structure #31 (Nulls
DA-114(ST-28)
.structure #28 (Null)
DA-109
Filename ST-22 thru ST-48 25 YR.sc4 Printed 09-29-2421

SEDCAD 4 for Windows
Structure #27(Nulls
DA-108
Structure #22&Lj
DA-110(5T--27)
Structure #15(NuII
DA-107
Structure#14. lUuIIJ
DA-106
,Structure #13 (Nulls
DA-105
Structure #1 (11u11
DA-104(ST--16)
Structure #10(Nulls
DA-102
Structure #0 (Nulls
DA-99
Structure #11 (Null�
DA-103(5T--25)
Structure #8(Nulls
DA-101
Structure #7 t/j)
DA-100
Structure #6 Null
DA-98(ST-14)
Structure #4 &I
DA-96
Structure #3(Null
DA-95
Filename: ST-22 thru ST-48 25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
icon_-min o-1. I Crh—h
20
Structure #2 (Null)
DA-94
Structure #5(Null)
DA-97(ST-23)
Structure #1 Null
DA-93(ST-Z2)
Structure #1 8 (Null)
NULL WATERSHED
Filename:ST-22 thru ST-48 25 YR,sc4 Printed 08-21-2021

SEDCAD 4 for Windows
f�r.rin h4100C_7llh Omm�lp 1 Crl.unti
21
Subwatershed Hydrology Detail:
Time of Peak Runoff
i 5tru SW5 5W5 Area Conc Musk K Musk X curve UH5 Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac•ft)
#97 1 0.430 0.011 0.000 0.000 79.000 M 1.67 0.139
71 0.430 1.67 0.139
#94 1 0.390 0.022 0.000 0.000 79.000 M 1.52 0.126
x 0.390 1.52 0.126
#95 1 1.750 0.022 0.000 0.000 79.000 M 6.80 0.567
E 2.140 8.31 0.693
#96 1 0.350 0.013 0.000 0.000 79.000 M 1.36 0.113
E 2.920 11.34 0.945
#93 1 0.770 0.028 0.000 0.000 79.000 M 2.99 0.249
71 0.770 2.99 0.249
#92 1 3.370 0.111 0.000 0.000 79.000 M 13.09 1.093
E 4.140 16.08 1.342
#90 1 0,500 0.020 0.000 0.000 79.000 M 1.94 0.161
0.500 1.94 0.161
#91 1 0.490 0,021 0.000 0.000 79.000 M 1.90 0.158
71 5.130 19.93 1.662
#88 1 0.430 0.007 0.000 0.000 78.000 M 1.64 0.135
E 0.430 1.64 0.135
#87 1 1.660 0.086 0.000 0.000 78.000 M 6.33 0.524
E 1.660 6.33 0.524
#89 1 0.650 0.014 0.000 0.000 78.000 M 2.48 0.205
2.740 10.45 0.864
#86 1 1.270 0.020 0.000 0.000 78.000 M 4.84 0.401
1.270 4.84 0.401
#85 1 0.790 0.032 0.000 0.000 78.000 M 3.01 0.249
0.790 3.01 0.249
#83 1 0.520 0.019 0.000 0.000 78.000 M 1.98 0.164
0.520 1.98 0.164
#84 1 0.300 0.011 0,000 0.000 78.000 M 1.14 0.094
2.880 10.98 0.907
Filename ST-22 thru ST-48_25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
el-,,Lot 1o00 min P-i. 1 G,h...K
22
Time of Peak Runoff
Stru SWS SWS Area Conc Musk K Musk X Curve UMS discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#81 1 0.910 0.033 0.000 0.000 70.000 M 2.91 0.227
0.910 2.91 0.227
#80 1 1.070 0.030 0.000 0.000 70.000 M 3.42 0.267
1.070 3.42 0.267
#82 1 0.310 0.013 0.000 0.000 70.000 M 0.99 0.077
2.290 7.32 0.570
#79 1 1.500 0.049 0.000 0.000 86.000 M 6.50 0.579
1.500 6.50 0.579
#78 1 1.150 0.051 0.000 0.000 86.000 M 4.98 0.444
1.150 4.98 0.444
#77 1 0.300 0.017 0.000 0.000 96.000 M 1.30 0.115
2.950 12.78 1.138
#75 1 0.240 0.006 0.000 0.000 84.000 M 1.01 0.087
0.240 1.01 0.087
#73 1 2.620 0.046 0.000 0.000 84.000 M 11.04 0.964
2.620 11.04 0.964
#74 1 9.450 0.107 0.000 0.000 84.000 M 39.83 3.479
12.070 50.88 4.444
#76 1 0.170 0.009 0.000 0.000 84.000 M 0.72 0.061
12.480 52.60 4.592
#72 1 2.070 0.041 0.000 0.000 76.000 M 7.59 0.618
2.070 7.59 0.618
#71 1 0.560 0.026 0.000 0.000 76.000 M 2.05 0.167
0.560 2.05 0.167
#70 1 0.360 0.097 0.000 0.000 76.000 M 1.32 0.107
2.990 10.96 0.692
#69 1 0.830 0.017 0.000 0.000 80.000 M 3.28 0.276
F, 0.830 3.28 0.276
#68 1 0.170 0.012 0.000 0.000 80.000 M 0.67 0.056
1.000 3.95 0.332
#66 1 4.330 0.061 0.000 0.000 77.000 M 16.20 1.330
4.330 16.20 1.330
#65 1 1.440 0.072 0.000 0.000 77.000 M j 5.39 0.442
Filename: ST-22 thru ST-48_25 YR,sc4 Printed 09-21-2021

SEDCAD 4 for Windows
rn�„rintif,aac_71Mf1 C,rrreh I Crhr.nh
23
Time of Peak Runoff
5tru 5W5 SWS Area Musk K Curve '.
Cone Musk X UNS Discharge Volume
# # (ac) (hrs) (hrs) Number tfs ac-ft
1.440 5.39 0.442
#67 1 0.570 0.012 0.000 0.000 77.000 M 2.13 0.175
T, 6.340 23.72 1.947
#64 1 0.470 0.017 0.000 0.000 81.000 M 1.89 0.160
71 0.470 1.89 0.160
#63 1 0.290 0.009 0.000 0.000 81.000 M 1.17 0.098
E 0.290 1.17 0.098
#62 1 0.300 0.013 0.000 0.000 81.000 M 1.21 0.102
1.060 4.26 0.360
#60 1 1.140 0.025 0.000 0.000 80.000 M 4.51 0.379
71 1.140 4.51 0.379
#59 1 1.240 0.028 0.000 0.000 80.000 M 4.90 0.412
71 1.240 4.90 0.412
#61 1 0.220 0.010 0.000 0.000 80.000 M 0.87 0.072
2.600 10.28 0.864
#57 1 0.380 0.018 0.000 0.000 74.000 M 1.34 0.107
0.380 1.34 0.107
#55 1 3.270 0.067 0,000 0.000 74.000 M 11.49 0.922
3.270 11.49 0.922
#56 1 1.100 0.045 0.000 0.000 74.000 M 3.87 0.319
4.370 15.36 1.232
#58 1 0.170 0.009 0.000 0.000 74.000 M 0.60 0.047
4.920 17.29 1.386
#54 1 0.430 0.012 0.000 0.000 76.000 M 1.58 0.128
71 0.430 1.58 0.128
#53 1 0.330 0.003 0.000 0.000 76.000 M 1.21 0.098
E 0.330 1.21 0.098
#52 1 0.230 0.015 0.000 0.000 76.000 M 0.84 0.068
0.990 3.63 0.294
#50 1 1.950 0.026 0.000 0.000 77.000 M 7.29 0.599
1.950 7.29 0.599
#49 1 0.800 0.027 0.000 0.000 77.000 M 2.99 0.245
0.800 2.99 0.245
Filename: 5T-22 thru 5T48_25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
24
Time of Peak Runoff
5kru SWS SW5 Area Cant Musk K Musk X Curve Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-Fk)
#51 1 0.340 0.010 0.000 0.000 77.000 M 1.27 0.104
E 3.090 11.56 0.948
#48 1 0.910 0.031 0.000 0.000 86.000 M 3.94 0.351
0.910 3.94 0.351
#47 1 0.560 0.026 0.000 0.000 86.000 M 2.43 0.216
0.560 2.43 0.216
#46 1 0.260 0.011 0.000 0.000 86.D00 M 1.13 0.099
1.730 7.49 0.666
#45 1 1.890 0.100 0.000 0.000 77.000 M 7.07 0.580
1.890 7.07 0.580
#43 1 0.750 0.020 0.000 0.000 77.000 M 2.81 0.230
0.750 2.81 0.230
#44 1 0.040 0.014 0.000 0.000 77.000 M 0.15 0.008
2.680 10.03 0.818
#42 1 0.120 0.009 0.000 0.000 77.000 M 0.45 0.033
2.800 10.47 0.851
#40 1 0.300 0.008 0.000 0.000 80.000 M 1.19 0.099
0.300 1.19 0.099
#41 1 0.080 0.009 0.D00 0.000 80.000 M 0.32 0.021
0.380 1.50 0.120
#38 1 0.800 0.038 0.D00 0.000 86.000 M 3.47 0.308
0.800 3.47 0.308
#37 1 1.120 0.040 0.000 0.000 86.000 M 4.85 0.432
1.120 4.85 0.432
#39 1 0.220 0.012 0.000 0.000 86.000 M 0.95 0.084
2.140 9.27 0.824
#33 1 0.620 0.040 0.000 0.000 76.000 M 2.27 0.185
0.620 2.27 0.165
#35 1 0.210 0.011 0.000 0.000 76.000 M 0.77 0.062
0.830 3.04 0.247
#34 1 0.090 0.022 0.000 0.000 76.000 M 0.33 0.022
0.090 0.33 0.022
#36 1 0.090 0.012 0.000 0.D00 76.000 M 0.33 0.022
Filename.ST-22 lhru 5T-48_25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
0-1-M boll_.)Ain Pamalo I Qnhvnh
25
Stru SWS SWS Area Musk K Curve Time of Peak Runoff
Conc Musk X UHS Discharge Volume
# # (ac) (hrs) (hrs) Number (cFS) (ac-R)
1.010 3.70 0.291
#32 1 0.070 0.007 0.000 0.000 79.000 M 0.27 0.018
0.070 0.27 0.018
#30 1 0.270 0.000 0.000 0.000 79.000 M 1.05 0.087
E 0.270 1.05 0.087
#31 1 0.100 0.015 0.000 0.000 79.000 M 0.39 0.028
E 0.440 1.71 0.132
#28 1 0.200 0.009 0.000 0.000 84.000 M 0.84 0.073
E 0.200 0.84 0.073
#27 1 0.800 0.018 0.000 0.000 84.000 M 3.37 0.294
0.800 3.37 0.294
#29 1 0.090 0.010 0.000 0.000 84.000 M 0.38 0.028
1.090 4.59 0.394
#15 1 0.130 0.014 0.000 0.000 79.000 M 0.51 0.038
0.130 0.51 0.038
#14 1 1.140 0.067 0.000 0.000 79.000 M 4.43 0.369
1.140 4.43 0.369
#13 1 0.700 0.014 0.000 0.000 79.000 M 2.72 0.227
E 1.840 7.15 0.596
#12 1 1.700 0.009 0.000 0.000 79.000 M 6.60 0.551
3.670 14.26 1.185
#10 1 0.530 0.010 0.000 0.000 84.000 M 2.23 0.194
0.530 2.23 0.194
#9 1 0.350 0.007 0.000 0.000 84.000 M 1.48 0.128
E 0.350 1.48 0.128
#11 1 0.200 0.011 0.000 0.000 84.000 M 0.84 0.073
1.080 4.55 0.395
#8 1 1.610 0.042 0.000 0.000 81.000 M 6.48 0.550
1.610 6.48 0.550
#7 1 0.700 0.013 0.000 0.000 81.000 M 2.82 0.239
71 0.700 2.82 0.239
#6 1 0.150 0.010 0.000 0.000 81.000 M 0.60 0.050
E 2.460 9.90 0.839
Filename ST-22 thru ST-48-25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r-rinhi icon_-min O-ln 1 Ghunh
26
Time of Peak Runoff
Stru SWS SWS Area Cone Musk K Musk X Curve Peak
Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#4 1 0.870 0.032 0.000 0.000 78.000 M 3.32 0.274
E 0.870 3.32 0.274
#3 1 1.060 0.019 0.000 0.000 78.000 M 4.04 0.334
E 1.060 4.04 0.334
#2 1 1.990 0.049 0.000 0.000 78.000 M 7.59 0.628
E 1.990 7.59 0.628
#5 1 0.190 0.010 0.000 0.000 78.000 M 0.72 0.059
E 4.110 15.67 1.296
#1 1 1.000 0.026 0.000 0.000 86.000 M 4.33 0.386
1.000 4.33 0.386
#18 76.290 298.54 25.079
Suhwatershed 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 50.00 21.50 43.00 7.070 0.001
alluvial valley fans
B. Large gullies,diversions, and low 1.76 6.44 366.00 3.970 0.025
flowing streams
8. Large gullies,diversions,and low 8.00 1.68 21.00 8.480 0.000
flowing streams
#1 1 Time of Concentration: 0.026
#2 1 7. Paved area and small upland 2.80 4.56 162.85 3.360 0.013
gullies
8. Large gullies,diversions,and low 4.40 36.34 826.00 6.290 0.036
flowing streams
#2 1 Time of Concentration: 0.049
#3 1 5. Nearly bare and unfilled,and 50.00 22.50 45.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 4.70 20.82 443.00 6.500 0.018
flowing streams
#3 1 Time of Concentration: 0.019
#4 1 5. Nearly bare and unfilled,and 50.00 21.50 43.00 7.070 0.001
alluvial valley fans
B. Large gullies, diversions,and low 4.70 33.32 709.00 6.500 0.030
Rowing streams
8. Large gullies,diversions, and low 2.00 0.59 30.00 4.240 0.001
flowing streams
#4 1 Time of Concentration: 0.032
#5 1 5. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
Filename:ST-22 thru ST-48_25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
f n.arrinh 1PG4 min o-s. 1 R�hrwmh
27
Stru SWS Land Flow Condition Slope(%) Vert. Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#5 1 Time of Concentration: 0.010
#6 1 5. Nearly bare and untilled,and 50.00 23.00 46.00 7.070 0.001
alluvial valley fans
S. Nearly bare and unfilled,and 50.00 5.50 11.00 7.070 0.000
alluvial valley fans
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#6 1 Time of Concentration: 0.010
#7 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 9.30 39.33 423.00 9.140 0.012
flowing streams
8. Large gullies,diversions,and low 18.00 7.74 43.00 12.720 0.000
flowing streams
#7 1 Time of Concentration: 0.013
#8 1 7. Paved area and small upland 1.50 2.31 154.00 2.460 0.017
gullies
B. Large gullies,diversions,and low 6.00 40.73 679.00 7.340 0.025
flowing streams
B. Large gullies,diversions,and low 21.00 8.39 40.00 13.740 0.000
flowing streams
#8 1 Time of Concentration: 0.042
#9 1 5. Nearly bare and untilled,and 50.00 20.00 40.00 7.070 0.001
alluvial valley fans
B. Large gullies,diversions,and low 11.12 26.68 240.00 10.000 0.006
flowing streams
8. Large gullies,diversions,and low 16.00 6.39 40.00 12.000 0.000
flowing streams
#9 1 Time of Concentration: 0.007
#10 1 5. Nearly bare and untilled,and 50.00 20.50 41.00 7.070 0.001
alluvial valley fans
8.Large gullies,diversions,and low 9.50 27.74 292.00 9.240 0.008
flowing streams
8.Large gullies,diversions, and low 18.00 8.28 46.00 12.720 0.001
flowing streams
#10 1 Time of Concentration: 0.010
#11 1 5• Nearly bare and untilled,and 50.00 28.00 56.00 7.070 0.002
alluvial valley fans
8. Large gullies,diversions, and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#11 1 Time of Concentration: 0.011
#12 1 S. Nearly bare and untilled,and 50.00 4.50 9.00 7.070 0.000
alluvial valley fans
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#12 i Time of Concentration: 0.009
Filename ST-22 thru ST-48 25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
f n..Mm 10 10611_On1n 0-1. 1 Crhurai.
28
Stru SWS Land Flow Condition Slope(°k) Vert. Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
#13 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 4.50 12.87 286.00 6.360 0.012
flowing streams
8. Large gullies,diversions,and low 6.50 2.14 33.00 7.640 0.001
flowing streams
#13 1 Time of Concentration: 0.014
#14 1 7. Paved area and small upland 2.27 6.01 265.00 3.030 0.024
gullies
B. Large gullies,diversions,and low 0.50 1.64 329.00 2.120 0.043
flowing streams
#14 1 Time of Concentration: 0.067
#15 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 3.80 10.79 284.00 5.840 0.013
flowing streams
B. Large gullies,diversions,and low 16.70 5.17 31.00 12.250 0.000
flowing streams
#15 1 Time of Concentration: 0.014
#27 1 S. Nearly bare and unfilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
B. Large gullies,diversions,and low 3.80 14.21 374.00 5.840 0.017
flowing streams a
#27 1 Time of Concentration: 0.018
#28 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 2.70 3.48 129.00 4.920 0.007
flowing streams
8. Large gullies,diversions,and low 3.80 0.95 25.00 5.840 0.001
flowing streams
#28 1 Time of Concentration: 0.009
#29 1 S. Nearly bare and untilled,and 50.00 16.50 33.00 7.070 0.001
alluvial valley fans
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#29 1 Time of Concentration: 0.010
#30 1 5. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 3.50 5.28 151.00 5.610 0.007
flowing streams
#30 1 Time of Concentration: 0.000
#31 1 5.Nearly bare and untilled,and 4.00 1.76 44.00 2.000 0.006
alluvial valley fans
8.Large gullies,diversions, and low 0.10 0.03 33.00 0.940 0.009
Rowing streams
#31 1 Time of Concentration: 0.015
#32 1 S.Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
Filename: ST-22 thru ST48_25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r-,inh@ loan wain Oamoia I Cr.4µesti
29
Stru SWS Land Flow Condition Slope(°/a) Vert. Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
B.Large gullies,diversions,and low 4.10 6.02 147.00 6.070 0.006
flawing streams
#32 1 Time of Concentration: 0.007
#33 1 7.Paved area and small upland 3.40 2.99 86.00 3.710 0.006
gullies
S.Nearly bare and untilled,and 0.10 0.01 14.00 0.310 0.012
alluvial valley fans
B.Large gullies,diversions,and low 0.50 0.82 165.00 2.120 0.021
flowing streams
8. Large gullies,diversions,and low 3.00 0.75 25.00 5.190 0.001
flowing streams
#33 1 Time of Concentration: 0.040
#34 1 S. Nearly bare and untilled,and 50.00 7.00 14.00 7.070 0.000
alluvial valley fans
8. Large gullies,diversions,and low 0.50 0.84 168.00 2.120 0.022
flowing streams
#34 1 Time of Concentration: 0.022
#35 1 5• Nearly bare and untilled,and 50.00 7.00 14.00 7.070 0.000
alluvial valley fans
8. Large gullies,diversions,and low 2.10 3.65 174.00 4.340 0.011
flowing streams
#35 1 Time of Concentration: 0.011
#36 1 5, Nearly bare and untilled,and 41.00 18.86 46.00 6.400 0.001
alluvial valley fans
8. Large gullies,diversions,and low 2.10 3.65 174.00 4.340 0.011
flowing streams
#36 1 Time of Concentration: 0.012
#37 1 5.Nearly bare and untilled, and 50.00 10.00 20.00 7.070 0.000
alluvial valley fans
8.Large gullies,diversions,and low 3.50 28.49 814.00 5.610 0.040
flowing streams
B.Large gullies,diversions,and low 15.40 5.39 35.00 11.770 0.000
flowing streams
#37 1 Time of Concentration: 0.040
#38 1 5.Nearly bare and unfilled,and 50.00 10.00 20.00 7.070 0.000
alluvial valley fans
8. Large gullies,diversions,and low 3.60 28.04 779.00 5.690 0.038
flowing streams
#38 1 Time of Concentration: 0.038
#39 1 5. Nearly bare and untilled,and 39.00 28.47 73.00 6.240 0.003
alluvial valley fans
8. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#39 1 Time of Concentration: 0.012
#40 1 7. Paved area and small upland 9.98 5.98 60.00 6.350 0.002
gullies
8. Large gullies,diversions, and low 12.80 31.61 247.00 10.730 0.006
flowing streams
Filename 5T-22 thru 5T-48_25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r-,inht taao_-min DO-I. i 4rh-h
30
Stru SWS Land Flow Condition Slope(%) Vert. Dist. Horiz. Dist. Velocity Time(hrs)
# # A (ft) (fps)
8. Large gullies,diversions, and low 33.00 5.44 16.50 17.230 0.000
flowing streams
#40 1 Time of Concentration: 0.008
#41 1 8.Large gullies,diversions, and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#41 1 Time of Concentration: 0.009
#42 1 S. Large gullies,diversions, and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#42 1 Time of Concentration: 0.009
#43 1 7. Paved area and small upland 2.97 2.76 93.00 3.460 0.007
gullies
B. Large gullies,diversions, and low 1.23 1.96 160.00 3.320 0.013
flowing streams
#43 1 Time of Concentration: 0.020
#44 1 B. Large gullies,diversions,and low 0.50 0.55 110.00 2.120 0.014
flowing streams
#44 1 Time of Concentration: 0.014
#45 1 7. Paved area and small upland 14.00 4.48 32.00 7.530 0.001
gullies
5. Nearly bare and untitled, and 6.00 12.00 200.D0 2.440 0.022
alluvial valley fans
B. Lange gullies,diversions,and low 2.40 30.33 1,264.00 4.640 0.075
flowing streams
8. Large gullies,diversions,and low 1.00 0.25 25.00 3.000 0.002
flowing streams
#45 1 Time of Concentration: 0.100
#46 1 S. Nearly bare and untilled, and 21.00 2.31 11.00 4.580 0.000
alluvial valley fans
5. Nearly bare and untilled, and 33.00 15.84 48.00 5.740 0.002
alluvial valley fans
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#46 1 Time of Concentration: 0.011
#47 1 5. Nearly bare and untilled,and 21.00 5.87 28.00 4.580 0.001
alluvial valley fans
S. Nearly bare and untilled, and 15.00 4.50 30.00 3.870 0.002
alluvial valley fans
8. Large gullies,diversions,and low 5.80 35.96 620.00 7.220 0.023
flowing streams
#47 1 Time of Concentration: 0.026
#48 1 5. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 5.50 41.85 761.D0 7.030 0.030
Flowing streams
#48 1 Time of Concentration: 0.031
#49 1 5• Nearly bare and untilled,and 50.00 28.00 56.00 7.070 0.002
alluvial valley fans
H. Large gullies,diversions,and low 5.70 36.99 649.00 7.160 0.025
flowing streams
Filename ST-22 lhru ST-48 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r., ,i tit iaoa
31
Stru SWS Land Flow Condition Slope(%) Vert. Dist. Horiz. Dist. Velocity Time(hrs)
# # (R) (ft) (fps)
*49 1 Time of Concentration: 0.027
#50 1 S. Nearly bare and untilled,and 50.00 23.50 47.00 7.070 0.001
alluvial valley fans
7. Paved area and small upland 10.00 7.30 73.00 6.360 0.003
gullies
8. Large gullies,diversions,and low 6.37 38.98 612.00 7.570 0.022
flowing streams
#50 1 Time of Concentration: 0.026
#51 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 0.10 0.03 33.00 0.940 0.009
flowing streams
#51 1 Time of Concentration: 0.010
#52 1 5.Nearly bare and unfilled,and 50.00 17.00 34.00 7.070 0.001
alluvial valley fans
7.Paved area and small upland 11.50 14.26 124.00 6.820 0.005
gullies
5.Nearly bare and unfilled,and 50.00 12.00 24.00 7.070 0.000
alluvial valley fans
8.Large gullies, diversions, and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#52 1 Time of Concentration: 0.015
#53 1 5.Nearly bare and unfilled,and 50.00 20.00 40.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 6.80 5.16 76.00 7.820 0.002
flowing streams
*53 1 Time of Concentration: 0.003
#54 1 5. Nearly bare and unfilled,and 50.00 11.00 22.00 7.070 0.000
alluvial valley fans
7. Paved area and small upland 6.80 4.08 59.99 5.240 0.003
gullies
8. Large gullies,diversions,and low 6.50 16.11 247.84 7.640 0.009
flowing streams
#54 1 Time of Concentration: 0.012
#55 1 7. Paved area and small upland 1.70 4.89 288.00 2.620 0.030
gullies
8. Large gullies,diversions,and law 3.83 29.10 760.00 5.870 0.035
flowing streams
8. Large gullies,diversions,and low 8.00 6.08 76.00 8.480 0.002
flowing streams
#55 1 Time of Concentration: 0.067
#56 1 S. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 4.40 44.26 1,006.00 6.290 0.044
flowing streams
#56 1 Time of Concentration: 0.045
#57 1 7. Paved area and small upland 4.80 6.86 143.00 4.410 0.009
gullies
Filename ST-22 thru ST-48_25 YR sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r,,. ,i of tnna on�n o�.�vi� i e�ti,.�ti
32
Stru SWS Land Flow Condition Slope(�o) Vert.Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
8. Large gullies,diversions,and low 6.40 17.21 269.00 7.580 0.009
flowing streams
#57 1 Time of Concentration: 0.018
#58 1 5. Nearly bare and unfilled,and 50.00 5.00 10.00 7.070 0.000
alluvial valley fans
8. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#58 1 'Time of Concentration: 0.009
#59 1 5. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 5.96 41.72 700.00 7.320 0.026
flowing streams
B.Large gullies,diversions,and low 23.00 18.86 82.00 14.380 0.001
flowing streams
#59 1 Time of Concentration: 0.028
#60 1 S.Nearly bare and untilled,and 21.00 5.87 28.00 4.580 0.001
alluvial valley fans
B. Large gullies,diversions,and low 5.80 35.03 604.00 7.220 0.023
flowing streams
8. Large gullies,diversions,and low 28 00 18.20 65.00 15.870 0.001
flowing streams
*60 1 Time of Concentration: 0.025
#61 1 5. Nearly bare and untilled,and 50.00 17.50 35.00 7.070 0.001
alluvial valley fans
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#61 1 Time of Concentration: 0.010
#62 1 5. Nearly bare and untilled,and 34.00 33.66 99.00 5.830 0.004
alluvial valley fans
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#62 1 Time of Concentration: 0.013
#63 1 S. Nearly bare and untilled,and 50.00 19.00 38.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions, and low 3.40 4.96 146.00 5.530 0.007
flowing streams
8. Large gullies,diversions,and low 26.00 18.98 73.00 15.290 0.001
flowing streams
#63 1 Time of Concentration: 0.009
#64 1 5. Nearly bare and untilled,and 50.00 19.00 38.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 3.20 10.43 326.00 5.360 0.016
Flowing streams
#64 1 Time of Concentration: 0.017
#65 1 5.Nearly bare and untilled,and 50.00 10.00 20.00 7.070 0.000
alluvial valley fans
8.Large gullies,diversions,and low 2.00 21.72 1,086.00 4.240 0.071
flowing streams
Filename:ST-22 lhru ST48_25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
s`nm.rinhf 1°°fl.9M11 Pemnh I Gh..mh
33
Stru SW5 Land Flow Condition Slope(%) Vert.Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
B.Large gullies,diversions,and low 28.00 21.28 76.00 15.870 0.001
flowing streams
#65 1 Time of Concentration: 0.072
#66 1 S. Nearly bare and untilled,and 50.00 10.00 20.00 7.070 0.000
alluvial valley fans
8. Large gullies,diversions,and low 1.97 18.39 934.00 4.210 0.061
flowing streams
#66 1 71me of Concentration: 0.061
#67 1 5• Nearly bare and untilled,and 34.00 24.14 71.00 5.830 0.003
alluvial valley fans
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#67 1 Time of Concentration: 0.012
#68 1 7• paved area and small upland 5.30 3.28 62.00 4.630 0.003
gullies
8.Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#68 1 Time of Concentration: 0.012
#69 1 S.Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
B.Large gullies,diversions,and low 3.60 11.95 332.00 5.690 0.016
flowing streams
#69 1 Time of Concentration: 0.017
#70 1 7• Paved area and small upland 3.60 6.76 188.00 3.810 0.013
gullies
S. Nearly bare and untilled,and 3.00 15.63 521.00 1.730 0.083
alluvial valley fans
B. Large gullies,diversions,and low 25.00 13.50 54.00 15.000 0.001
flowing streams
#70 1 Time of Concentration: 0.097
#71 1 S. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 2.76 12.19 442.00 4.980 0.024
flowing streams
8. Large gullies,diversions,and low 24.00 13.20 55.00 14.690 0.001
flowing streams
#71 1 Time of Concentration: 0.026
#72 1 7.Paved area and small upland 3.60 6.76 188.00 3.810 0.013
gullies
8.Large gullies,diversions,and low 3.00 15.63 521.00 5.190 0.027
flowing streams
8.Large gullies,diversions,and low 25.00 13.50 54.00 15.000 0.001
flowing streams
#72 1 Time of Concentration: 0.041
#73 1 5.Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 4.80 48.81 1,017.00 6.570 0.042
flowing streams
Filename:ST-22 thru ST-48 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r-,imo�oou onn o�mei� i ear...�ti
34
Stru SWS Land Flow Condition Slope(%) Vert.Dist. Horfz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
8.Large gullies,diversions,and low 5.00 4.00 80.00 6.700 0.003
flowing streams
#73 1 Time of Concentration: 0.046
#74 1 7.Paved area and small upland 3.90 26.48 679.00 3.970 0.047
gullies
8.Large gullies,diversions,and low 5.10 75.68 1,484.00 6.770 0.060
flowing streams
8.Large gullies,diversions,and low 50.00 10.50 21.00 21.210 0.000
flowing streams
8.Large gullies,diversions,and low 5.60 1.00 18.00 7.090 0.000
flowing streams
#74 1 Time of Concentration: 0.107
#75 1 5. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 12.00 26.76 223.00 10.390 0.005
flowing streams
S. Large gullies,diversions,and low 26.00 13.78 53.00 15.290 0.000
flowing streams
#75 1 Time of Concentration: 0.006
#76 1 7. Paved area and small upland 9.30 2.04 22.00 6.130 0.000
gullies
5. Nearly bare and untilled,and 50.00 9.00 18.00 7.070 0.000
alluvial valley fans
8. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#76 1 Time of Concentration: 0.009
#77 1 7. Paved area and small upland 7.20 2.59 36.00 5.400 0.001
gullies
S. Nearly bare and untilled,and 33.00 13.20 40.00 5.740 0.001
alluvial valley fans
8. Large gullies,diversions,and low 0.10 0.05 54.00 0.940 0.015
flowing streams
#77 1 Time of Concentration: 0.017
#78 1 S. Nearly bare and unfilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
S. Large gullies,diversions,and low 4.20 45.65 1,087.00 6.140 0.049
Flowing streams
S. Large gullies,diversions,and low 22.00 18.26 83.00 14.070 0.001
Flowing streams
#78 1 Time of Concentration: 0.051
#79 1 S. Nearly bare and unfilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
B.Large gullies,diversions,and low 4.30 45.49 1,058.00 6.220 0.047
flowing streams
B.Large gullies,diversions,and low 22.00 18.26 83.00 14.070 0.001
flowing streams
#79 1 Time of Concentration: 0.049
#80 1 S.Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
Filename ST-22 thru ST-48_25 YR,sc4 Printed 09-21-2021

SEDCAD 4 for Windows
!`-Anhf 7ooY_7nin o.-. . I cPh..nh
35
Stru SWS Land Flow Condition Slope{��) Vert. Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
8.Large gullies,diversions,and low 5.00 35.15 703.00 6.700 0.029
flowing streams
8.Large gullies,diversions,and low 33.00 17.49 53.00 17.230 0.000
Rowing streams
#80 1 Time of Concentration: 0.030
#81 1 S.Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8.Large gullies,diversions,and law 4.80 35.80 746.00 6.570 0.031
flowing streams
8.Large gullies,diversions,and low 18.00 13.32 74.00 12.720 0.001
flowing streams
#81 1 Time of Concentration: 0.033
#82 1 5. Nearly bare and untilled,and 35.00 31.50 90.00 5.910 0.004
alluvial valley fans
8. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#62 1 Time of Concentration: 0.013
#83 1 7. Paved area and small upland 6.20 6.32 102.00 5.010 0.005
gullies
8. Large gullies,diversions,and low 3.00 8.37 279.00 5.190 0.014
flowing streams
*83 1 Time of Concentration: 0.019
#84 1 5. Nearly bare and untilled,and 47.00 28.20 60.00 6.850 0.002
alluvial valley fans
8. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flooring streams
#84 1 Time of Concentration: 0.011
#85 1 5. Nearly bare and untilled, and 50.00 15.00 30.00 7.070 0.001
alluvial valley Fans
8. Large gullies,diversions,and low 6.00 43.92 732.00 7.340 0.027
flawing streams
8. Large gullies,diversions,and low 3.40 2.B5 84.00 5.530 0.004
flowing streams
*85 1 Time of Concentration: 0.032
#86 1 S. Nearly bare and untilled, and 50.00 10.00 20.00 7.070 0.000
alluvial valley Fans
B. Large gullies,diversions,and low 9.00 60.30 670.00 9.000 0.020
flowing streams
#86 1 Time of Concentration: 0.020
#87 1 S. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
B.Large gullies,diversions,and low 3.50 26.81 766.00 5.610 0.037
flowing streams
B.Large gullies,diversions,and low 1.00 5.00 501.00 3.000 0.046
flowing streams
B.Large gullies,diversions,and low 1.40 0.44 32.00 3.540 0.002
flowing streams
#87 1 Time of Concentration: 0.006
Filename ST-22 thru ST-48 25 YR.sc4 Printed 09-21-2021

SEDCAD 4 for Windows
r.,,,,.. ht innu.-min oa...oi. I C�hr.nH
36
Stru SW5 Land Flow Condition Slope(%) Vert.Dist. Woriz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
#88 1 5. Nearly bare and untitled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 4.60 6.71 146.D0 6.430 0.006
flowing streams
S.Large gullies,diversions,and low 27.00 9.72 36.00 15.580 0.000
flowing streams
#88 1 Time of Concentration: 0.007
#89 1 7•Paved area and small upland 8.10 9.96 123.00 5.720 0.005
gullies
S.Nearly bare and untilled,and 50.00 10.50 21.00 7.070 0.000
alluvial valley fans
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#89 1 Time of Concentration: 0.014
#90 1 S. Nearly bare and untilled,and 50.00 10.00 20.00 7.070 0.000
alluvial valley fans
B. Large gullies,diversions,and low 6.90 39.60 574.00 7.880 0.020
flowing streams
#90 1 Time of Concentration: 0.020
#91 1 5. Nearly bare and untitled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
S. Nearly bare and unfilled,and 50.00 7.00 14.00 7.070 O.ODO
alluvial valley fans
8. Large gullies, diversions,and law 0.10 0.07 70.00 0.940 0.020
flowing streams
#91 1 Time of Concentration: 0.021
#92 1 5.Nearly bare and unfilled,and 50.00 10.00 20.00 7.070 0.000
alluvial valley fans
8.Large gullies,diversions,and low 16.00 42.71 267.00 12.000 0.006
flowing streams
8.Large gullies,diversions,and ow 1.09 12.91 1,185.00 3.130 0.105
flowing streams
#92 1 Time of Concentration: 0.111
#93 1 5.Nearly bare and untilled,and 50.00 10.00 20.00 7.070 0.000
alluvial valley fans
8.Large gullies,diversions,and low 4.90 31.36 640.00 6.640 0.026
flowing streams
8.Large gullies,diversions,and low 6.00 3.90 65.00 7.340 0.002
flowing streams
#93 1 Time of Concentration: 0.028
#94 1 5. Nearly bare and untitled,and 50.00 10.00 20.00 7.070 0.000
alluvial valley fans
8. Large gullies,diversions,and low 3.10 12.46 402.00 5.280 0.021
flowing streams
8. Large gullies,diversions,and low 14.00 7.84 56.00 11.220 0.001
flowing streams
#94 1 Time of Concentration: 0.022
#95 1 5• Nearly bare and untitled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
Filename:ST-22 thru ST-48 25 YR_sc4 Printed 09-21-2021

SEDCAD 4 for Windows
rnm.,;,.hf 1°aG_7n7n OemoFa Gi.unl,
37
Stru SWS Land Flow Condition Slope(%) Vert.Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
8.Large gullies,diversions,and low 6.70 40.20 600.00 7.760 0.021
Flowing streams
#95 1 Time of Concentration: 0.022
#96 1 5.Nearly bare and unfilled,and 50.00 41.00 82.00 7.070 0.003
alluvial valley fans
S. Nearly bare and untilled,and 50.00 14.00 28.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#96 1 71me of Concentration: 0.013
#97 1 5• Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 4.30 9.80 228.00 6.220 0.010
flowing streams
8. Large gullies,diversions,and low 50.00 17.00 34.00 21.210 0.000
flowing streams
#97 1 Time of Concentration: 0.011
Filename ST-22 thru ST48_25 YR.sc4 Printed 09-21-2021

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SEDCAD 4 for Windows
f—6w hl 1004 min Pamela 1 Gh—h
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
Storm water Management Plan
Screening Berms and Pond Access Road Drainage Control
Structures
Including Sediment Traps 5T-49 thru 5T-55
Drainage Area(s): 140, 141, 142, 143, 144, 145, 146, 147, 148,
149, 15D, 151, 152, 153, 1541155, 1561 1S71158, 159, 164
161, 162, 163, and 164
Storm Event: 25-Year/24-Hour
Marshall Miller and Associates, Inc. (304)-255-8937
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename ST-49 thru ST-55 25 YR sc4 Printed 12-01-2021

SEDCAD 4 for Windows
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General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 25 yr-24 hr
Rainfall Depth: 6.240 Inches
Filename.ST-49 thru ST-55 25 YR.sc4 Printed 12-01-2021

SEDCAD 4 for Windows
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Structure Networking;
Type Stru (flows Stru Musk.K Musk.X Description
# Into) # (hrs)
Null #1 =_> End 0.000 0.000 NULL DISCHARGE TO WATERSHED
Null #2 =_> #3 0.000 0.000 DA-160
Null #3 =_> #6 0.000 0.000 DA-161
Null #4 =_> #3 0.000 0.000 DA-162
Null #5 =_> #6 0.000 0.000 DA-163
Null #6 =_> #1 0.000 0.000 DA-164(ST-49)
Null #7 =_> #8 0.000 0.000 DA-157
Null #8 =_> #1 0.000 0.000 DA-158(ST-50)
Null #9 =_> #8 0.000 0.000 DA-159
Null #10 =_> #1 0.000 0.000 DA-154(ST-51)
Null #11 =_> #10 0.000 0.000 DA-155
Null #12 =_> #10 0.000 0.000 DA-156
Null #13 =_> #15 0.000 0.000 DA-149
Null #14 =_> #15 0.000 0.000 DA-150
Null #15 =_> #1 0.000 0.000 DA-151(ST-52)
Null #16 =_> #15 0.000 0.000 DA-152
Null #17 =_> #15 0.000 0.000 DA-153
Null #18 =_> #1 0.000 0.000 DA-146(ST-53)
Null #19 =_> #18 0.000 0.000 DA-147
Null #20 =_> #18 0.000 0.000 DA-148
Null #21 =_> #23 0.000 0.000 DA-143
Null #22 =_> #23 0.000 0.000 DA-144
Null #23 =_> #1 0.000 0.000 DA-145(ST-54)
Null #24 =_> #1 0.000 0.000 DA-140(ST-55)
Null #25 =_> #24 0.000 0.000 DA-141
Null #26 =_> #24 0.000 0.000 DA-142
4 #26
Null
#25
Null
#24
Null
#22
Null
#21
Null
#23
Null
Filename:ST-49 thru ST-55_25 YR.sc4 Printed 12-01-2021

SEDCAD 4 for Windows
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#20
Null
#19
Null
#18 -
Null
#17
NO
#16
Null
#14
Null
#13
Null
#15
Null
#12
Null
#13
Null
#10
Null
#9
Null
0 #7
Null
#8
Null
#S
Null
#4
Null
#2
NO
0 #3
Null
#6
Null
#i
Null
Filename:ST49 thru ST-55 25 YR.sc4 Printed 12-01-2021

SEDCAD 4 for Windows
I'nmirinhf 1QOft 7Mn P-i. 1 Cnhunh
Structure Summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
#26 3.290 3.290 13.45 1.15
#2S 2.790 2.790 11.41 0.98
#24 0.300 6.380 26.09 2.23
#22 1.400 1.400 5.24 0.43
#21 2.930 2.930 10.96 0.90
#23 0.160 4.490 16.80 1.38
#20 1.680 1.680 6.98 0.60
#19 1.060 1.060 4.40 0.38
#18 0.450 3.190 13.25 1.14
#17 1.890 1.890 7.34 m61
#16 1.400 1.400 5.44 0.45
#14 1.550 1.550 6.02 0.50
#13 2.130 2.130 8.28 0.69
#15 0.250 7.220 28.05 2.34
#12 1.460 1.460 5.35 0.44
#11 0.500 0.500 1.83 0.15
#10 0.150 2.110 7.74 0.63
#9 1.130 1.130 4.62 0.40
#7 1.940 1.940 7.93 0.68
#8 0.240 3.310 13.53 1.16
#5 1.140 1.140 4.09 0.33
#4 0.810 0.810 2.91 0.23
#2 1.380 1.380 4.96 0.40
#3 1.500 3.690 13.25 1.07
#6 0.160 4.990 17.92 1.45
#1 0.000 31.690 123.37 1D.33
Filename ST49 thru ST-55 25 YR sc4 Printed 12-01-2021

SEDCAD 4 for Windows
f'—,"hl 7aaQ_7MA Oa...o1a 1 G-h•nh
6
Structure Detail,
Structure #26(Null)
DA-142
Structure #25(Null)
DA-141
Structure #24(Null)
DA-140(5T-55)
Structure #22(Null)
DA-144
Structure #21 (Null)
DA-143
Structure #23 (Yij
DA-145(S7---54)
Structure #20(Null)
DA-148
.Structure #19(NuIIJ
DA-147
Structure #18(Null)
DA-146(5T-53)
.Structure #17(Null1
DA-153
Structure #16(Null)
DA-152
Structure #14 tNull�
DA-150
Structure #13(Null)
DA-149
Filename ST-49 thru ST-55 25 YR,sc4 Prinked 12-01-2021

SEDCAD 4 for Windows
fnrnrrinh icon_anin o—i. i crh—h
T
Structure #15(Null)
DA-151 (5T-52)
Structure #1 uo
DA-156
Structure #11 (Null�
DA-155
Structure #10�Null�
DA-154(5T-51)
Structure #9(Null)
DA-159
Structure #7(Null]
DA-157
Structure #8(Null)
DA-158(ST--50)
Structure #5(Null
DA-163
Structure #4(NuII)
DA-162
Structure #2(Null)
DA-160
Structure #3(Null)
DA-161
Structure #6(Null)
DA-164(5T--49)
Structure #1 (Null1
NULL DISCHARGE TO WATERSHED
Filename-ST49 thru ST-55 25 YR.sc4 Printed 12-01-2021

SEDCAD 4 for Windows
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Subwatershed Hydrology Detail:
Time of Musk K Curve Peak Runoff
# #
Stru SWS SWS Area Conc Musk X UH5 Discharge Volume
(a�) (hrs) (hrs) Number (c(s) (arR)
#26 1 3.290 0.101 0.000 0.000 82.000 M 13.45 1.153
3.290 13.45 1.153
#25 1 2.790 0.109 0.000 0.000 82.000 M 11.41 0.978
2.790 11.41 0.978
#24 1 0.300 0.009 0.000 0.000 82.000 M 1.23 0.104
6.380 26.09 2.234
#22 1 1.400 0.028 0.000 O.DOO 77.000 M 5.24 0.430
E 1.400 5.24 0.430
#21 1 2.930 0.046 0.000 0.000 77.000 M 10.96 0.900
71 2.930 10.96 0.900
023 Y 0.160 0.009 0.000 0.000 77.000 M 0.60 O.D48
71 4.490 16.80 1.378
#20 1 1.680 0.033 0.000 0.000 83.000 M 6.98 0.603
1.680 6.98 0.603
#19 1 1.060 0.029 0.000 0.000 63.000 M 4.40 0.380
1.060 4.40 0.380
#18 1 0.450 0.014 0.000 0.000 83.000 M 1.87 0.161
3.190 13.25 1.145
#17 1 1.890 0.073 0.000 0.000 79.000 M 7.34 0.613
E 1.690 7.34 0.613
#16 1 1.400 0.041 0.000 0.000 79.000 M 5.44 0.454
E 1.400 5.44 0.454
#14 1 1.550 0.046 0.000 0.000 79.000 M 6.02 0.502
7 1.550 6.02 0.502
#13 1 2.130 0.054 0.000 0.000 79.000 M 8.28 0.690
2.130 8.28 0.690
#15 1 0.250 0.009 0.000 O.D00 79.000 M 0.97 0.080
E 7.220 28.05 2.339
#12 1 1.460 0.025 0.000 0.000 76.000 M 5.35 0.436
1.460 5.35 0.436
Filename ST-49 thru ST-55 25 YR sal Printed 12-01-2021

SEDCAD 4 for Windows
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Time of Peak Runoff
Stru SWS 5W5 Area �� Musk K Musk X Curve UHS Discharge Volume
# # {ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#11 1 0.500 0.018 0.000 0.000 76.000 M 1.83 0.149
E 0.500 1.83 0.149
#10 1 0.150 0.009 0.000 0.000 76.000 M 0.55 0.041
2.110 7.74 0.626
#9 1 1.130 0.040 0.000 0.000 82.000 M 4.62 0.396
1.130 4.62 0.396
#7 1 1.940 0.010 0.000 0.000 82.000 M 7.93 0.680
1.940 7.93 0.680
#8 1 0.240 0.013 0.000 0.000 32.000 M 0.98 0.083
3.310 13.53 1.158
>5 1 1.140 0.020 0.000 0.000 75.000 M 4.09 0.331
1.140 4.09 0.331
#4 E 0.810 0.017 0.000 0.000 75.000 M 2.91 0.235
0.810 2.91 -0.235
#2 l 1.380 0.045 0.000 0.000 75.000 M 4.96 0.400
1.380 4.96 0.400
#3 i 1.500 0167 0.000 0.000 75.000 M 5.39 0.435
3.690 13.25 1.071
#6 1 0.160 0.009 0.000 0.000 75.000 M 0.57 0.046
4.990 17.92 1.447
#1 31.690 123.37 10.327
Suhwatersfied Time of Concentration Details:
Stru 5W5 Land Flow Condition Slope{%) Vert.Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
#2 1 7. Paved area and small upland 10.00 14.80 148.00 6.360 0.006
gullies
8. Large gullies,diversions,and low 4.80 40.56 845.00 6.570 0.035
flowing streams
B. Large gullies,diversions,and low 5.00 5.50 110.00 6.700 0.004
flowing streams
#2 1 Time of Concentration: 0.045
#3 1 S. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 2.90 29.89 1,031.00 5.100 0.056
flowing streams
Filename: ST49 thru ST-55_25 YR.sc4 Printed 12-01-2021

SEDCAD 4 for Windows
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Stru SWS Land Flow Condition Slope{%) Vert.Dist. Horiz.Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
#3 1 Time of Concentration: 0.057
#4 1 7. Paved area and small upland 9.20 15.64 170.00 6.100 0.007
gullies
8. Large gullies,diversions,and low 3.00 6.06 202.00 5.190 0.010
flowing streams
#4 1 Time of Concentration: 0.017
#5 1 7. Paved area and small upland 9.20 15.64 170.00 6.100 0.007
gullies
B.Large gullies,diversions,and low 4.30 13.37 311.00 6.220 0.013
flowing streams
#5 1 Time of Concentration: 0.020
#6 1 S.Nearly bare and untitled,and 35.00 4.90 14.00 5.910 0.000
alluvial valley fans
B. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#6 1 Time of Concentration: 0.009
#7 1 7. Paved area and small upland 5.90 10.56 179.00 4.880 0.010
gullies
#7 1 Time of Concentration: 0.010
#8 1 5. Nearly bare and untitled,and 32.00 27.84 87.00 5.650 0.004
alluvial valley fans
8. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#8 1 Time of Concentration: 0.013
#9 1 5. Nearly bare and untitled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
S.Large gullies,diversions,and low 4.20 35.40 843.00 6.140 0.038
flowing streams
B.Large gullies,diversions,and low 29.00 18.56 64.00 16.150 0.001
flowing streams
#9 1 Time of Concentration: 0.040
#10 1 B.Large gullies,diversions,and low 0.10 0.0 33.00 0.940 0.009
flowing streams
#10 1 Time of Concentration: 0.009
#11 1 S. Nearly bare and untitled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 6.50 25.22 388.00 7.640 0.014
flowing streams
8. Large gullies,diversions,and low 3.90 2.65 68.00 5.920 0.003
flowing streams
#11 1 Time of Concentration: 0.018
#12 1 7. Paved area and small upland 5.90 10.56 179.00 4.880 0.010
gullies
8. Large gullies, diversions,and low 6.80 29.58 435.00 7.820 0.015
flowing streams
B. Large gullies,diversions,and low 21.00 5.87 28.00 13.740 0.000
flowing streams
#12 1 Time of Concentration: 0.025
1=ilenamw ST-49 thru ST-55 25 YR.sc4 Primed 12-01-2021

SEDCAD 4 for Windows
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Stru SWS Land Flow Condition Slope(°/o) Verist. Horiz. Dist. Velocity Time(hrs)
ft)t.tw (ft) (fps)
#13 1 S. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
B. Large gullies,diversions,and low 2.90 28.65 988.00 5.100 0.053
flowing streams
#13 1 Time of Concentration: 0.054
#14 1 S. Nearly bare and untilled,and 50.00 15.00 30.00 7,070 0.001
alluvial valley fans
U. Large gullies,diversions,and low 4.20 42.67 1,016.00 6.140 0.045
flowing streams
#14 1 Time of Concentration: 0.046
#15 1 5. Nearly bare and untilled,and 50.00 12.00 24.00 7.070 0.000
alluvial valley fans
S.Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#15 1 Time of Concentration: 0.009
#16 1 S.Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
B. Large gullies,diversions,and low 2.70 19.44 720.00 4.920 0.040
flowing streams
*16 1 Time of Concentration: 0.041
#17 1 S. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
8. Large gullies,diversions,and low 2.40 29.18 1,216.00 4.640 0.072
flowing streams
#17 1 Time of Concentration: 0.073
#18 1 S. Nearly bare and unfilled,and 47.00 69.08 147.00 6.850 0.005
alluvial valley fans
8. Large gullies,diversions, and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#18 1 Time of Concentration: 0.014
#19 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 8.50 76.50 900.00 8.740 0.028
flowing streams
8. Large gullies,diversions,and low 50.00 32.50 65.00 21.210 0.000
flowing streams
#19 1 Time of Concentration: 0.029
#20 1 S. Nearly bare and untilled, and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
B. Large gullies,diversions,and low 7.60 73.87 972.00 8.270 0.032
flowing streams
B. Large gullies,diversions,and low 50.00 36.50 73.00 21.210 0.000
flowing streams
#20 1 Time of Concentration: 0.033
#21 1 7. Paved area and small upland 1.50 2.36 158.00 2.460 0.017
gullies
B. Large gullies,diversions,and low 9.40 92.87 988.00 9.190 0.029
flowing streams
#21 1 Time of Concentration: 0.046
Filename STA9 thru ST-55_25 YR.sc4 Printed 12-01-2021

SEDCAD 4 for Windows
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Stru SWS Land Flow Condition Slope(°�} Vert.Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
#22 1 S. Nearly bare and untilled,and 50.00 15.00 30.00 7.070 0.001
alluvial valley fans
B. Large gullies,diversions,and low 9.60 86.78 904.00 9.290 0.027
Flowing streams
#22 1 Time of Concentration: 0.028
#23 1 S. Nearly bare and untilled,and 50.00 4.00 8.00 7.070 0.000
alluvial valley fans
8. Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
Flowing streams
#23 1 Time of Concentration: 0.009
#24 1 S. Nearly bare and untilled,and 50.00 12.50 25.00 7.070 0.000
alluvial valley fans
8.Large gullies,diversions,and low 0.10 0.03 33.00 0.940 0.009
flowing streams
#24 1 Time of Concentration: 0.009
#25 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 3.00 60.57 2,019.00 5.190 0.108
flowing streams
#25 1 Time of Concentration:: 0.109
#26 1 7. Paved area and small upland 1.50 2.36 158.00 2.460 0.017
gullies
8. Large gullies,diversions,and low 4.00 73.15 1,829.00 6.000 0.084
Flowing streams
#26 1 Time of Concentration: 0.101
Filename ST-49 thru ST-55 25 YR.sc4 Printed 12-01-2021

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Piedmont Lithium Carolinas, Inc.
Gaston Countv, North Carolina
Storm water Management Plan
Screening Wall Sediment Ditch at Hephzibah Church Road
Drainage Area(s): Sediment Ditch
Storm Event: 2S -Year/24-Hour
MM&4 Project No, AM09
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename:Screen Wall Sediment Ditch Hephzibah Church Rd_25 yr sc4 Pnnted 09-22-2021

SEDCAD 4 for Windows
r—,inhl 1CGI2.7nin 0-1. 1 C,h-h
Genera/Information
Storm Information;
Storm Type: NRCS Type H
Design Storm: 25 yr-24 hr
Rainfall Depth: 6.240 inches
Filename Screen Wa.l Sediment Ditch Hephzibah Church Rd_25 yr sc4 printed 09-22-2021

SEDCAD 4 for Windows
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Structure Networking;
Stru (flaws Stru Musk. K
Type # Into) # (hrs) Musk.X Description
Null #1 =_> End 0.000 0.000 Screen Wall Sediment Ditch
,#1
Null
Filename:Screen Wall Sediment Ditch Hephzibah Church Rd_25 yr sc4 Printed 09-22-2021

SEDCAD 4 for Windows
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Structure Summary.
Immediate Total peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (Cfs) (ac-ft)
#1 0.090 0.090 0.39 0.03
Filename:Screen Wall Sediment Ditch Hephzibah Church Rd_25 yr.sc4 Printed 09-22-2021

SEDCAD 4 for Windows
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.Structure Detail;
Structure #1 (Null�
Screen Wall Sediment Ditch
Filename Screen Wall Sediment Ditch Hephzibah Church Rd 25 yr.sc4 Printed 09-22-2021

SEDCAD 4 for Windows
B
Subwatershed Hydrology Detail:
Stru SW5
5WS Area Time of Musk K Curve Peak Runoff
# # Conc Musk X UHS Discharge Volume
(ac) (hrs) (hrs) Number
(cfs) (ac-Ft)
#1 1 0.090 0.038 0.000 0.000 86.000 M 0.39 0.029
0.090 0.39 0.029
Suhwatershed Time of Concentration Details:
5tru SWS Land Flow Condition Slope(%) Vert.Dist. Horiz. Dist. Velocity Time(hrs)
# # (ft) (ft) (Fps)
#1 1 B. Large gullies,diversions,and low 3.81 30.70 806.00 5.850 0.038
flowing streams
#1 ' 1 Time of Concentration: 0.038
Filename Screen Wall Sediment Ditch Hephzibah Church Rd_25 yr sc4 Printed 09-22-2021

SEDCAD 4 for Windows
f n. ,;r Hf 700A 9Mfl Pemda I Cnln.nh
1
Piedmont Lithium Carolinas., Inc.
Gaston County, North Carolina
Stormwater Management Plan
Screening Wall Sediment Ditch at ST Marks Church Road
Drainage Area(s). Sediment Ditch
Storm Event. 25 -Year/24-Hour
MM&A Project No. PLIT109
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename Screen Wall Sediment Ditch ST Marks Rd_25 yr.sc4 Printed 09-22-2021

SEDCAD 4 for Windows
I"nrwrrinh 1GQo 7!M!1 pamnFe I Crhrmh +y
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General Information
Storm Information:
Storm Type: NRCS Type I1
Design Storm: 25 yr .. 24 hr
Rainfall Depth: 6.240 Inches
Filename Screen Wall Sediment Ditch ST Marks Rd_25 yr.sc4 Printed 09-22-2021

SEDCAD 4 for Windows
(ln.r—hr inca min c.-nla j c.-h,., h
Structure Networking:
Type Stru (flows Stru Musk. K Musk.X Description
# lntn) # (hrs)
Null #1 End 0.000 0.000 Screen Wall Sediment Ditch
�I
Null
Filename Screen Wall Sediment Ditch ST Marks Rd_25 yr.sc4 �- Printed 09-22-2021

SEDCAD 4 for Windows
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Structure Summary.-
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Volume Area
(ac) (ac) (cfs) (ac-ft)
#1 0.130 0.130 0.56 0.05
Filename:Screen Wall Sediment Ditch ST Marks Rd 25 yr.sc4 Printed 09-22-2021

SEDCAD 4 for Windows
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Structure Detail:
Structure #1 (Null�
Screen Wall Sediment Ditch
Filename:Screen Wall Sediment bitch ST Marks Rd_25 yr sc4 Printed 09-22-2021

SEDCAD 4 for Windows
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Suhwaterslied Hydrology Detail:
Time of Peak Runoff
5tru SW5 5W5 Area Conc Musk K Musk X Curve UH5 Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#1 1 0.130 0.049 0.000 0.000 86.000 M 0.56 0.046
E 0.130 0.56 0.046
Suhwatershed Time of Concentration Details:
Stru 5WS Land Flow Condition Slope Vert.Dist. Horiz.Dist. Velocity Time(hrs)
4) (ft) (fps)
#1 1 8. Large gullies,diversions,and low 4.50 51.03 1,134.00 6.360 0.049
flowing streams
#1 1 Time of Concentration: 0.049
Filename Screen Wall Sediment Ditch ST Marks Rd_25 yr.sc4 Printed 09-22-2021

SEDCAD 4 for Windows
rn. -inhe loan.1nin D-1. I C�hunh
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
Storm water Management Plan
Screening Wall Sediment Ditch at Whitesides Road
Drainage Areas) Sediment Ditch
Storm Event: 25 -Year/24 Hour
MM&A Project No. PUT109
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename Screen Wall Sediment ditch Whitesides Rd_25 yr sc4 Printed 09-22-2021

SEDCAD 4 for Windows
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General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 25 yr-24 hr
Rainfall Depth: 6.240 inches
Filename Screen Wall Sediment Ditch Whitesides Rd 25 yr.sc4 Printed 09-22-2021

SEDCAD 4 for Windows
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Structure Networking:
Type Stru (flaws Stru Musk. K Musk.X Description
# into) # (hrs)
Null # __> End 0.000 0.000 Screen Wall Sediment Ditch
NuII
Filename Screen Wall Sediment Ditch Whitesides Rd_25 yr.sc4 Printed 09-22-2021

SEDCAD 4 for Windows
f nmrrinhl 10CR.9I11 f1 Par.efa I Crhurah
Structure Summary:
immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (`fs) (ac-ft)
#1 0.040 0.040 0.17 0.01
Filename Screen Wall Sediment Ditch Whitesides Rd_25 yr.sc4 Printed 09-22-2021

SEDCAD 4 for Windows
Pnr —hl ioaa.,)nin t7.mete I Crh—i,
5
Structure Detail:
Structure #1 (NuII�
Screen Wall 5ed1ment Dltch
Filename Screen Wall Sediment Ditch Whitesides Rd_25 yr.sca Printed 09-22-2021

SEDCAD 4 for Windows
Su6watershed Hydrology Detail.
Time of Peak Runoff
Stru SWS SWS Area Cant Musk K Musk X Curve UN5 Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#1 1 0.040 0.022 0.000 0.000 86.000 M 0.17 0.010
1 0.040 0.17 0.010
Su6watershed Time of Concentration Details:
Stru SWS Land Flow Condition Slope(%} Vert. Dist. Woriz. Dist. Velocity Time(hrs)
# # (ft) (ft) (fps)
#1 1 8. Large gullies,diversions,and low 2.04 6.93 340.00 4.280 0.022
flowing streams
#1 1 Time of Concentration: 0.022
Filename Screen Wall Sediment Ditch Whitesides Rd 25 yr sc4 Printed 09-22-2021

SEDCAD 4 for Windows
f nm.nnh4100i1 ?fllM1 Pamela I 4�hrah
1
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
Storm water Management Plan
Screening wall Sediment Ditch at South of Waste Pile
Drainage Areas) Sediment Ditch
Storm Event; 25 -Year/24-Hour
MM&A Project No. PUT749
Marshall Miller and Associates, Inc.
200 George Street
Suite 5
Beckley, West Virginia 25801
Phone: [phone]
Email: [e-mail]
Filename- Screen Wall Sediment Ditch South of Waste Pile sc4 Printed 12-08-2021

SEDCAD 4 for Windows
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L
General Information
Storm Information;
Storm Type: NRt3 Type II
Design Storm: 25 yr-24 hr
Rainfall Depth: 6.240 Inches
Filename Screen Wall Sediment Ditch South of Waste Pile.sc,4 Printed 12-08-2021

SEDCAD 4 for Windows
rn—;n hf loan 7nln 0-1. 1 Q YKu h
Structure Networking;
Stru (flows Stru Musk.K
Type # Into) # (hm) Musk.X Description
Null #1 End 0.000 0.000 Screen Wall Sediment Ditch
4`I
Null
Filename.Screen Wall Sediment Ditch South of Waste Pile sc4 Printed 12-08-2021

SEDCAD 4 for Windows
Pn.,.rrinF,l icon_7nin Dame. I Crin.nh
4
Structure Summary:
Immediate Total Total
Contributing Contributing Dischalrge Runoff
Area Area Volume
(ac) (ac) WS) (ac-ft),
#1 0.070 0,070 0.30 0.02
Filename.Screen Wall Sediment Ditch South of Waste Pile sc4 Printed 12-08-2021

SEDCAD 4 for Windows
r—,inht icon )Ain P—pv i c,h,.. k
Structure Detail:
trc�c-ture #1„ IVuI�
Screen Wall Sediment Ditch
Filename Screen Wall Sediment Ditch South of Waste Pile sc4 Printed 12-09-2021

SEDCAD 4 for Windows
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Subwatershed Hydrology Detail:
SWS Area Time of Musk K Curve Peak Runoff
Stru 5W5 Conc Musk X UHS Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#1 1 0.070 0.046 0.000 0.000 86.000 M 0.30 0.021
0.070 0.30 0.021
Subwatershed Time of Concentration Details:
Stru SWS Land Flow Condition Slope(%) Vert. Dist. Horiz. Dist. Velodty Time(hrs)
ft) (ft) (fps)
#1 1 B.Large gullies,diversions,and low 8.85 133.19 1,505.00 9.920 0.046
Glowing streams
#1 1 Time of Concentration: 0.046
Filename: Screen Wall Sediment Ditch South of Waste Pile sc4 Printed 12-08-2021

TYPICAL SMALL SCREENING BERM AND POND ACCESS ROAD SEDIMENT TRAP DETAIL
SEDIMENT TRAPS 22, 27, 28, 29, 31, 33, 35, 38, 40, 42, 51
BASED ON SEDIMENT TRAP ST-51 (for flow and square footage)
SEDIMENT TRAP ST-42 (for capacity)
B Stage Storage Curve
SMALL SEDIMENT TRAP
TOP OF TRAP 786.00
TOP OF S FRUCTURE
(786.00)
A 50%CLEANOUT A
BOTTOM OF TRAP PRINC.&EMER SPILLWAY(784.50)
784.00
SPILLWAY
LEV CONTROL SECTION
CLEAN OUT LEVEL(182.69)
(SEE AIL THIS SHEET)
- 7F7
78200
Scale: 1" = 40'
800 B00 780.00
0.00 0.10 0.20 0.30 0.40
Normal Pool EI.
50%Cleanout El Accumulative Storage(Acre-Ft)
780 s n.*oiai oepm 2. aso it Poa El. 780
' Bottom of Trap
zss n..aea.om eL. Storage volume computations
SMALL SEDIMENT TRAP
- - - - - - - - - - - - - - - -
760 760 ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
CROSS SECTION A-A (ac) (ac-ft) (ft)
- - - - - - - - - - - - - - - -
Scale: 1" - 40' 780.00 N/A N/A 0.0333
781.00 N/A N/A 0.0419 0.0376 1.00 0.0359 0.0359 1.00
782.00 N/A N/A 0.0509 0.0464 1.00 0.0446 0.0805 2.00
782.69 N/A N/A 0.0576 0.0542 0.69 0.0373 0.1178 2.69
783.00 N/A N/A 0.0606 0.0558 0.31 0.0165 0.1344 3.00
800 800 784.00 N/A N/A 0.0709 0.0657 1.00 0.0638 0.1981 4.00
SPILLWAY 784.50 N/A N/A 0.0764 0.0736 0.50 0.0368 0.2349 4.50
785.00 N/A N/A 0.0818 0.0764 0.50 0.0374 0.2723 5.00
786.00 N/A N/A 0.0910 0.0864 1.00 0.0854 0.3578 6.00
786.00 N/A N/A 0.0910 0.0864 0.00 0.0000 0.3578 6.00
780 780
BOTTOM OF TRAP
760 760 Water Elev Storage Acre Ft Storage CY Storage CIF Storage GALLON Area Acres Area S.F.
0+00 0+20 0+40 0+60 0+80 1+00 780.0 0.00 0.0 0.0 0.0 0.03 1448.8
CROSS SECTION B-B 781.0 0.04 57.9 1564.2 11700.7 0.04 1831.7
782.0 0.08 129.9 3507.5 26237.6 0.05 2225.7
Scale: 1" = 40' 783.0 0.13 216.8 5853.4 43786.1 0.06 2649.4
784.0 0.20 319.6 8630.4 64559.7 0.07 3098.6
784.5 0.23 377.5 10191.7 76238.9 0.07 3230.4
SEDIMENT TRAP SPILLWAY DETAIL
N.T.S.
T
1
2 Z
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: 22.00
Wetted Perimeter: 24.23
Area of Wetted Cross Section: 11.47
Channel Slope: 0.1000
Manning's n of Channel: 0.0423
Discharge: 7.74 cfs
Depth of Flow: 0.50 feet
Velocity: 0.67 fps
Channel Lining: 18 inch Rock Rip-Rap
Freeboard: 1.00 feet
Required Capacity= 9,972 c.f. (Based on ST-42= 2.77 disturbed acres x 3600 c.f.)
Designed Capacity= 10,245 c.f.
Required Area = 3,367 s.f. (Based on ST-51 = 7.74 cfs x 435 s.f.)
Designed Area = 3,964 s.f.

TYPICAL MEDIUM SCREENING BERM AND POND ACCESS ROAD SEDIMENT TRAP DETAIL
SEDIMENT TRAPS 23, 26, 30, 32, 34, 36, 37, 41, 43, 45, 46, 47, 48, 49, 50, 53, 54
BASED ON SEDIMENT TRAP ST-47 (for flow and square footage)
SEDIMENT TRAP ST-47 (for capacity)
B
Stage Storage Curve
TOP OF TRAP MEDIUM SEDIMENT TRAP
786.00 TOP OF STRUCTURE
786.00)
50%CLEANOUT
A A P qPII I KWAV((7AA 1Qc
BOTTOM OF TRAP 784.00
._ ._._ CLEAN OUT LEVEL(82.47)
SPILLWAY j 782.00
VEL CONTROL SECTION
(SE
77
J,
780.00
Scale: 1" = 40' B 0.00 0.20 0.40 0.60 0.80
Accumulative Storage(Acre-Ft)
Storage volume computations
MEDIUM SEDIMENT TRAP
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
800 Boo (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
Normal Pool EI. (ac) (ac-ft) (ft)
50%Cleanout El. 780.00 N/A N/A 0.0730
781.00 N/A N/A 0.0915 0.0822 1.00 0.0799 0.0799 1.00
780 fin.Total Dapm 2.7 4.191"Pool El. 780 0.1015 1.00 0.0990 0.1789 2.00
BOTTOM OF TRAP 782. N/A N/A 0.1114
2 a�a.cleaaout EL. 782.47 N/A N/A 0.1216 0.1165 0.47 0.0553 0.2342 2.47
783.00 N/A N/A 0.1330 0.1222 0.53 0.0642 0.2984 3.00
784.00 N/A N/A 0.1560 0.1445 1.00 0.1415 0.4399 4.00
760 760 784.19 N/A N/A 0.1606 0.1583 0.19 0.0301 0.4700 4.19
785.00 N/A N/A 0.1803 0.1681 0.81 0.1346 0.6046 5.00
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 786.00 N/A N/A 0.2019 0.1911 1.00 0.1894 0.7941 6.00
CROSS SECTION A-A - -
- - - - - - - - - - - - - -
Scale: 1" = 40'
800 800
SPILLWAY
780 ?'7 2 780
BOTTOM OF TRAP Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
780.00 0.00 0.0 0.0 0.0 Q07 3179.0
760 760 7
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 81.00 0.08 128.9 3481.4 26042.7 0.09 3986.8
CROSS SECTION B-B 782.00 0.18 288.7 7794.1 58303.6 0.11 4853.0
Scale: 1" - 40' 783.00 0.30 481.5 13000.3 97248.7 0.13 5794.4
784.00 0.44 709.7 19163.0 143349.1 0.16 6843.6
784.19 0.47 757.3 152953.8 0.16 6843.6
SEDIMENT TRAP SPILLWAY DETAIL
N.T.S.
y
L Z '
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: 25.00
Wetted Perimeter: 28.63
Area of Wetted Cross Section: 21.63
Channel Slope:0.1000
Manning's n of Channel:0.0423
Discharge: 19.93 cfs
Depth of Flow: 0.81 feet
Velocity: 0.92 fps
Channel Lining: 18 inch Rock Rip-Rap
Freeboard: 1.00 feet
Required Capacity= 12,276 11 (Based on ST-47=3.41 disturbed acres x 3600 c.f.)
Designed Capacity=20,447 c.f.
Required Area=8,670 s.f. (Based on ST-47= 19.93 cfs x 435 s.f.)
Designed Area = 8,797 s.f.

TYPICAL LARGE SCREENING BERM AND POND ACCESS ROAD SEDIMENT TRAP DETAIL
SEDIMENT TRAPS 39, 52, 55
BASED ON SEDIMENT TRAP ST-52 (for flow and square footage)
SEDIMENT TRAP ST-55 (for capacity)
B
TOP OF TRAP
A A
50%CLEANOUT
BOTTOM OF TRAP
SPILLWAY j
LE CONTROL SECTION
(SEE DETAIL THIS SHEET)
' I
Scale: 1" = 40'
B
800 800
Normal Pool EI.
50%Cleanout EI.
. al oeom
]$Q s n Tot 1 4.0 ft.Pool EI. ]$Q
BOTTOM OF TRAP
2 v a..ci­om eL.
760 760
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" = 40'
800 Boo
SPILLWAY
780 780
BOTTOM OF TRAP
760 760
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80
CROSS SECTION B-B
Scale: 1" = 40' Stage Storage Curve
LARGE SEDIMENT TRAP
786.00
TOP OF STRUC URE
786.00)
SEDIMENT TRAP SPILLWAY DETAIL 76400
PRINT&EMER SPILLWAY(784.)0)
N.T.S.
T 782.00
Channel Design(Non-Erodible)
780.00 42t
Channel Type: Trapezoidal, Equal Side Slopes 0.00 030 0.60 0.90 1.20 1.50
Dimensions: Left Side Slope 2.00:1 Accumulative Storage(Acre-Ft)
Right Side Slope 2.00:1
Base Dimension: 25.00
Storage volume computations
Wetted Perimeter: 29.45 LARGE SEDIMENT TRAP
Area of Wetted Cross Section: 26.85 - - - - - - - - - - - - - - - -
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
Channel Slope:0.1000 (ft) (ft) (ft) (so) AREA (ft) (ac-fl) STORAGE INTERVAL
(ac) (ac-ft) (ft)
Manning's In of Channel:0.0423 - - - - - - - - - - - - - - - -
780.00 N/A N/A 0.1711
Discharge: 28.05 cfs 781.00 N/A N/A 0.1892 0.1801 1.00 0.1776 0.1776 1.00
g 782.00 N/A N/A 0.2072 0.1982 1.00 0.1957 0.3733 2.00
Depth of Flow: 0.99 feet 782.17 N/A N/A 0.2104 0.2088 0.17 0.0357 0.4090 2.17
Velocity: 1.04 fps 783.00 N/A N/A 0.2257 0.2165 0.83 0.1781 0.5871 3.00
784.00 N/A N/A 0.2449 0.2353 1.00 0.2325 0.8197 4.00
Channel Lining: 18 inch Rock Rip-Rap 785.00 N/A N/A 0.2645 0.2547 1.00 0.2519 1.0715 5.00
p p Freeboard: 1.00 feet 786.00 N/A N/A 0.2819 0.2732 1.00 0.2719 1.3435 6.00
- - - - - - - - - - - - - - - -
Water Elev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F.
Required Capacity= 18,900 c.f. (Based on ST-55=5.25 disturbed acres x 3600 c.f.) 790.0 0.00 0.0 0.0 0.0 0.17 7452.9
Designed Capacity-35,667 c.f. 731.0 0.18 286.6 7738.0 57B84.4 0.19 8241.9
Required Area= 12,202 s.f. (Based on ST-52=28.05 cfs x 435 s.f.) 732.0 0.37 602.3 16261.0 121640.6 0.21 9024.7
793.0 0.59 947.2 25574.8 191312.4 0.23 9923.5
Designed Area= 12,279 s.f. 794.0 0.82 1321.0 3566fi.6 266804.3 0.24 10546.5

SEDIMENT TRAP ST-44
BASED ON SEDIMENT TRAP ST-44 (for flow and square footage)
SEDIMENT TRAP ST-44 (for capacity)
B
TOP OF TRAP
A 50%CLEANOUT A
BOTTOM OF TRAP
II
SPILLWAY I
(SEE DETAIL THIS SHEET) I
i
I � �
i
B
Scale: 1" = 40'
800 800
Normal Pool EI.
50%Cleanout El.
8 ft.Total Depth
]$0 � 3.56 ft,Pool El. ]$Q
BOTTOM OF TRAP
1.e8 n..cleaaom EL.
760 760
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80
CROSS SECTION A-A
Scale: 1" = 40'
800 800
SPILLWAY
780 ?-7 7: 780
BOTTOM OF TRAP
760 760
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80
CROSS SECTION B-B
Scale: 1" = 40' Stage Storage Curve
SEDIMENT TRAP ST-44
78600
TOP OF STRU TURE
(786.00)
78400
SEDIMENT TRAP SPILLWAY DETAIL PRINC&EMER SPILLWA (783.56)
N.T.S.
78200
ECLEAN OUTLEVEL(781.88)
i
780.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00
Channel Design(Non-Erodible) Accumulative Storage(Acre-Ft)
Channel Type: Trapezoidal, Equal Side Slopes Storage volume compubAlons
Dimensions: Left Side Slope 2.00:1 SEDIMENT TRAP ST44
Right Side Slope2.00:1 - - - - - - - - - - - - - - - -
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
Base Dimension: 25.00 ft) (ft) (ft) (ac) AREA (ft) (­ft) STORAGE INTERVAL
(ac) (­ft) (ft)
- - - - - - - - - - - - - - - -
Wetted Perimeter: 31.45
780.00 N/A N/A 0.3762
Area of Wetted Cross Section: 40.20 781.00 N/A N/A 0.4033 0.3898 1.00 0.3846 0.3846 1.00
781.88 N/A N/A 0.4258 0.4145 0.88 0.3643 0.7488 1.88
782.00 N/A N/A 0.4289 0.4161 0.12 0.0462 0.7950 2.00
Channel Slope:0.1000 783.00 N/A N/A 0.4551 0.4420 1.00 04162 0.2590 1.2313 3.00
56
Manning's n of Channel:0.0423 783.56 N/A N/A 0.4
701 784.00 N/A N/A 0.4818818 0.4685 0A4 0.2036 1.6939 4.00
785.00 N/A N/A 0.5092 0.4955 1.00 0.4895 2.1834 5.00
Discharge: 52.60 cfs
786.00 N/A N/A 0.5309 0.5201 1.00 0.5174 2.7008 6.00
- - - - - - - - - - - - - - - -
Depth of Flow: 1.44 feet
Velocity: 1.31 fps
Channel Lining: 18 inch Rock Rip-Rap Water Elev Storage Acre Ft Storage CY StorageCF Storage GALLON Area Acres Areas-F.
Freeboard: 1.00 feet 790.0 0.00 0.0 0.0 0.0 0.38 16388.4
791.0 0.38 620.5 16752.3 125315.5 0.40 17568.1
782.0 0.80 1282.7 34632A 259068.0 0.43 18683A
793.0 1.23 1986.5 53635.3 401219.6 0.46 19824.1
793.6 1.49 2399.2 64777.8 494571.4 0.46 20196.2
Required Capacity=7,236 c.f. (Based on ST-44=2.77 disturbed acres x 3600 c.f.)
Designed Capacity=64,778 c.f.
Required Area=22,881 s.f. (Based on ST-44=52.60 cfs x 435 s.f.)
Designed Area=23,130 s.f.

HEPHZIBAH CHURCH ROAD SCREENING WALL SED DITCH SEDIMENT DITCH CAPACITY
Required Capacity= 324.00 cu.ft.
Channel Bottom Width= 1.0 ft.
Project Name: Carolina Lithium Project Barrier Spacing(Center to Center)= 403.0 ft.
Client: Piedmont Lithium Carolinas,Inc. Number of Cells= 2.0
MM&A Project No: PLIT109 Channel Top Length per Cell= 401.0 ft.
Date: Sep-21 Channel Bottom Length per Cell= 392.0 ft.
Prepared By: ELC Volume per Cell= 2123.99 cu.ft.
Checked By: MW Total Storage Volume= 4247.97 cu.ft.
Does Ditch Design Meet Required Capacity? YES
50%Cleanout Depth= 1.00 ft.
Determine Sediment Storage Requirements:
Disturbed Area-_ac. CONTROL CHANNEL
Sediment Storage Factor= Top Width= 7.0 ft
Required Storage Volume= 324.00 CUBIC FEET Bottom Width= 1.0 ft
Input Parameters for Channel Sizing: Side Slopes= 2 ratio:1
Total Watershed Area= 0.09 ac. Barrier Height= 1.50 ft
Design Storm- 25 yrs. Barrier Crest Width= 2.0 ft
Duration= 24 (Enter time in hrs.or min.) Depth of Flow Above Barrier= 0.50 ft
Peak Discharge,Q= 0.39 cfs Design Flow(channel,above barrier)= 7.4 cfs
Avail.Channel Length= 806 ft. Does Control Channel Meet Required Flow?YES
Slope of Channel,s= 3.81% Total depth of control section
Channel Side Slopes= 2 ft/ft(For side slope of 2:1 enter 2,for 3:1 enter 3,etc.) thru ditch= 2.00 ft
Design Channel Depth= 3.00 ft.
Maximum Barrier Spacing= ft. SPILLWAY DESIGN
Depth of Barrier= 1.50 ft. Required Flow= 0.4 cfs
Top of Barrier Width= 7.0 ft. Bottom Width= 0.4 ft
Barrier Crest Width= 2.0 ft. Top Width= 6.4 ft
Barrier Side Slopes= 3.0 ratio:1 Side Slopes= 2.0 ratio:1
Spillway Side Slopes= 2.0 ratio:1 Depth of Spillway= 1.0 ft
Channel Freeboard= 1.00 ft. Spillway Flow Depth= 0.5 ft
Spillway Flow Depth= 0.50 ft. Freeboard= 1.0 ft
Spillway Freeboard= 1.00 ft. Design Flow(spillway)= 0.4 cfs
Weir Coefficient= aoo Area of Flow= 0.7 ft'2
Velocity= 0.6 fps
Required Area= 170 SQUARE FEET luoes spillwayDesi n Meet Required Flow? YES
Provided Area= 10,478 SQUARE FEET Total depth of ditch from top of embankment to
bottom of ditch including spillway= 3.00 ft
(ft)top width
Berm 13.0
7.0 (ft)top barrier width
.............................
- 0.5(ft)flow depth 1.0(ft)freeboard
_._. .- �._._._._ .................. ......
...............................................
4-----------------
bottom s0lwav 2.0(ft total depth thru channel
BARRI 2:1 slopes
3.00 (ft)total depth of ditch
1.5 (ft)barrier depth
1.0 Iftl hnttnm
SECTION A-A'
(control area thru channel)
not to Scala
6.4(ft) spillway top width
A'
Spillway(outlet)
2.01 slope 2.0:1 slope 1.0(ft)freeboard
..'.'....- - '- ' - - ' -' 1.5 (ft)above barrier to crest of ditch
�O50 (ft)flow depth thru channel
.............................................................................................................................................
`:� 0.4(ft)bottom width BARRIER
3.00 (ft)total depth of sediment ditch 3 :1 slope 1.5(ft)barrier height
3.8%slope
1 _
A �I
SEDIMENT DITCH PROFILE VIEW
not to sca e

ST MARKS ROAD SCREENING WALL SED DITCH SEDIMENT DITCH CAPACITY
Required Capacity= 468.00 cu.ft.
Channel Bottom Width= 1.0 ft.
Project Name: Carolina Lithium Project Barrier Spacing(Center to Center)= 378.0 ft.
Client: Piedmont Lithium Carolinas,Inc. Number of Cells= 3.0
MM&A Project No: PLIT109 Channel Top Length per Cell= 375.0 ft.
Date: Sep-21 Channel Bottom Length per Cell= 366.0 ft.
Prepared By: ELC Volume per Cell= 1985.59 cu.ft.
Checked By: MW Total Storage Volume= 5956.77 cu.ft.
Does Ditch Design Meet Required Capacity? YES
50%Cleanout Depth= 1.00 ft.
Determine Sediment Storage Requirements:
Disturbed Area-_ac. CONTROL CHANNEL
Sediment Storage Factor= Top Width= 7.0 ft
Required Storage Volume= 468.00 CUBIC FEET Bottom Width= 1.0 ft
Input Parameters for Channel Sizing: Side Slopes= 2 ratio:1
Total Watershed Area= 0.13 ac. Barrier Height= 1.50 ft
Design Storm- 25 yrs. Barrier Crest Width= 3.0 ft
Duration= 24 (Enter time in hrs.or min.) Depth of Flow Above Barrier= 0.50 ft
Peak Discharge,Q= 0.56 cfs Design Flow(channel,above barrier)= 7.4 cfs
Avail.Channel Length= 1134 Edft. Does Control Channel Meet Required Flow?YES
Slope of Channel,s= 4.50% Total depth of control section
Channel Side Slopes= 2 ft/ft(For side slope of 2:1 enter 2,for 3:1 enter 3,etc.) thru ditch= 2.00 ft
Design Channel Depth= 3.00 ft.
Maximum Barrier Spacing= ft. SPILLWAY DESIGN
Depth of Barrier= 1.50 ft. Required Flow= 0.6 cfs
Top of Barrier Width= 7.0 ft. Bottom Width= 0.5 ft
Barrier Crest Width= 3.0 ft. Top Width= 6.5 ft
Barrier Side Slopes= 3.0 ratio:1 Side Slopes= 2.0 ratio:1
Spillway Side Slopes= 2.0 ratio:1 Depth of Spillway= 1.0 ft
Channel Freeboard= 1.00 ft. Spillway Flow Depth= 0.5 ft
Spillway Flow Depth= 0.50 ft. Freeboard= 1.0 ft
Spillway Freeboard= 1.00 ft. Design Flow(spillway)= 0.6 cfs
Weir Coefficient= 3.00 Area of Flow= 0.8 ft 2
Velocity= 0.7 fps
Required Area= 244 SQUARE FEET Juloes spillwayDesi n Meet Required Flow? YES
Provided Area= 14,742 SQUARE FEET Total depth of ditch from top of embankment to
bottom of ditch including spillway= 3.00 ft
(ft)top width
Berm 13.0
7.0 (ft)top barrier width
.............................
- 0.5(ft)flow depth 1.0(ft)freeboard
...............................................
4-----------------
bottom s0lwav 2.0(ft total depth thru channel
BARRI 2:1 slopes
3.00 (ft)total depth of ditch
1.5 (ft)barrier depth
1.0 Iftl hnttnm
SECTION A-A'
(control area thru channel)
not to Scala
6.5(ft) spillway top width
A'
Spillway(outlet)
2.01 slope 2.0:1 slope 1.0(ft)freeboard
..'.'....- - '- ' - - ' -' 1.5 (ft)above barrier to crest of ditch
�O50 (ft)flow depth thru channel
.............................................................................................................................................
`:� 0.5(ft)bottom width BARRIER
3.00 (ft)total depth of sediment ditch 3 :1 slope 1.5(ft)barrier height
4.5%slope
1 d_
A �I
SEDIMENT DITCH PROFILE VIEW
not to sca e

WHITESIDES ROAD SCREENING WALL SED DITCH SEDIMENT DITCH CAPACITY
Required Capacity= 144.00 cu.ft.
Channel Bottom Width= 1.0 ft.
Project Name: Carolina Lithium Project Barrier Spacing(Center to Center)= 340.0 ft.
Client: Piedmont Lithium Carolinas,Inc. Number of Cells= 1.0
MM&A Project No: PLIT109 Channel Top Length per Cell= 340.0 ft.
Date: Sep-21 Channel Bottom Length per Cell= 331.0 ft.
Prepared By: ELC Volume per Cell= 1799.28 cu.ft.
Checked By: MW Total Storage Volume= 1799.28 cu.ft.
Does Ditch Design Meet Required Capacity? YES
50%Cleanout Depth= 1.00 ft.
Determine Sediment Storage Requirements:
Disturbed Area-_ac. CONTROL CHANNEL
Sediment Storage Factor= Top Width= 7.0 ft
Required Storage Volume= 144.00 CUBIC FEET Bottom Width= 1.0 ft
Input Parameters for Channel Sizing: Side Slopes= 2 ratio:1
Total Watershed Area= 0.04 ac. Barrier Height= 1.50 ft
Design Storm- 25 yrs. Barrier Crest Width= 2.0 ft
Duration= 24 (Enter time in hrs.or min.) Depth of Flow Above Barrier= 0.50 ft
Peak Discharge,Q= 0.17 cfs Design Flow(channel,above barrier)= 7.4 cfs
Avail.Channel Length= 340 -1ft. Does Control Channel Meet Required Flow?YES
Slope of Channel,s= 2.04% Total depth of control section
Channel Side Slopes= 2 ft/ft(For side slope of 2:1 enter 2,for 3:1 enter 3,etc.) thru ditch= 2.00 ft
Design Channel Depth= 3.00 ft.
Maximum Barrier Spacing= ft. SPILLWAY DESIGN
Depth of Barrier= 1.50 ft. Required Flow= 0.2 cfs
Top of Barrier Width= 7.0 ft. Bottom Width= 0.2 ft
Barrier Crest Width= 2.0 ft. Top Width= 6.2 ft
Barrier Side Slopes= 3.0 ratio:l Side Slopes= 2.0 ratio:1
Spillway Side Slopes= 2.0 ratio:l Depth of Spillway= 1.0 ft
Channel Freeboard= 1.00 ft. Spillway Flow Depth= 0.5 ft
Spillway Flow Depth= 0.50 ft. Freeboard= 1.0 ft
Spillway Freeboard= 1.00 ft. Design Flow(spillway)= 0.2 cfs
Weir Coefficient= 3.00 Area of Flow= 0.6 ft 2
Velocity= 0.3 fps
Required Area= 74 SQUARE FEET Juloes spillwayDesi n Meet Required Flow? YES
Provided Area= 4,420 SQUARE FEET Total depth of ditch from top of embankment to
bottom of ditch including spillway= 3.00 ft
(ft)top width
Berm 13.0
7.0 (ft)top barrier width
.............................
- 0.5(ft)flow depth 1.0(ft)freeboard
._._. ._ . .._._._. �._._._._ .................. ......
...............................................
4-----------------
bottom s0lwav 2.0(ft total depth thru channel
BARRI 2:1 slopes
3.00 (ft)total depth of ditch
1.5 (ft)barrier depth
1.0 Iftl hnttnm
SECTION A-A'
(control area thru channel)
not to Scala
6.2(ft) spillway top width
A'
Spillway(outlet)
2.01 slope 2.0:1 slope 1.0(ft)freeboard
..'.'....- - '- ' - - ' -' 1.5 (ft)above barrier to crest of ditch
�O50 (ft)flow depth thru channel
.............................................................................................................................................
0.2(ft)bottom width BARRIER
3.00 (ft)total depth of sediment ditch 3 :1 slope 1.5(ft)barrier height
2.0%slope
1 d_
A �I
SEDIMENT DITCH PROFILE VIEW
not to sca e

WASTE PILE SOUTH SCREENING WALL SED DITCH SEDIMENT DITCH CAPACITY
Required Capacity= 25200 cu ft
Channel Bottom Width= 0.0 fl
Project Name: Carolina Lithium Project Barrier Spacing(Center to Center)= 389.0 fl
Client: Piedmont Lithium Carolinas Inc. Number of Cells= 4.0
MMII:A Project No: PLIT109 Channel Top Length per Cell= 306.0 It
Date: Dec-21 Channel Bottom Length per CLII= 3770 fl
Prepared By: ELC Volume per Cell- 1158.00 cu ft
Checked By. MW Total Storage Volume= 4632.00 cu It
Does Ditch Design Meet Required Capacity? YES
50%Cleanout Depth= 100 fl
Determine Sediment Storage Requirements:
Disturbed Area. 0.07 Dr. CONTROL CHANNEL
Sadimam storage Factor• 3e110 Top Width= 5.0 It
Required Storage Volume• 252.00 ;r" rr r T Bottom Width= 00 fl
Input Parameters for Channel Sizing: Side Slopes= 2 ratio 1
total Watershed Ante+ am ac Barrier Height= ISO ft
Design Storm• 25 yrs Barrier Crest Width= 3.0 It
Duration• 24 (Emrw alma In Am or min.) Depth of Flow Above Barrier= 050 It
Peak Discharge.0• a.W cis Design Flow(channel,above banter)- 64 Cis
Avail Channel Length- 1556 h Does Control Channel Meet R ulmd Flow? YES
Slope at channel s• 11.515% Total depth of control section
Channel Side Slopes• 2 ere(Foralda slope or2:1 aelw Z lord l enter 3,ate; thru ditch= 2 00 It
Design Channel Depth- 3.00 n
Masi urn Barrier Spacing• sag n. SPILLWAY DESIGN
Depth of Banner- 1.60 ft Required Flow= 03 ds
Top of Barrier widlh- so It. Bottom Widift= 03 ft
Barrier Crest Width. 3,0 n Top Width= 63 ft
Barrier Side Slopes• 31 ratio 1 Side Slopes= 20 ratio 1
Spillway side slopes• 20 ratm't Depth of Spillway= 10 ft
Channel Freeboard- 100 n Spillway Flow Depth= 05 ft
Spillway Flow Depth- 0.50 n Freeboard= III ft
Spillway Freabeard t.00 n Design Flow(spillway)= 03 ds
Wow Coefficient- 3,00 Area of Flow- 06 ft
Velocity- 05 fps
Required Area- 131 SOUAREFEEt IlDoes Spillway Design Meet R uiredFlow? YES
Provided Ana• 18,672 SQUARE FEET Total depth of ditch from top of embankment to
bottom of ditch Including spillway 3.00 ft
Ift)top width
Berm 4 12.0
6.0 {fll top barrier width
-- .—.w--.—.—•-I- {fl)0—ow depth.—.W. 1.0(fl)[reelward
.........
t Z/ X-- T
bottom SAilhvay 2.0(ft)Total depth thru channel
BARR)E 2 1 slopes
3.00 (ft)total depth of ditch
1.5 ift)barrier depth
rt 0.0(ft)bottom
SECTION A-A'
(control area thru channel)
nN In ewl�
6.3(fl) spillway top width
SpilAvey fouflet)
.0 1 slope ..r 0 1 slope_ ._ _ 1.0 (ft)freeboard
1.5 (ft)above barrier to crest of ditch
50 (ft)flow depth thru channel
3(ft)bottom width BARRIER
3.00 (fl)total depth of sediment ditch 3:1 slope 1.5(ft)barrier height
iII 8f9
A
SEDIMENT DITCH PROFILE VIEW

SEDCAD 4.0
f nr mhl iacA'min pamnle I C,h.—h A
1
TYPICAL DIVERSION DITCH FOR SCREENING BERM
Based on Worst Case Flow for Drainage Area 181 and
Min. Ditch Mom Allowance for Width
Material: Ripral2
Triangular Channel
Left Right Freeboard Freeboard Freeboard
Sideslope Sldeslope slope(0/6) Mult.x
Ratio Ratio Depth(ft) %of Depth (VxD)
2.0:1 2.0:1 0.5 1.00
PADER Method - Mild Slope Design
w/o Freeboard w/Freeboard
Design Discharge: 50.88 cis
Depth: 2.54 ft 3.54 ft
Top Width: 10.15 ft 14.15 ft
Velocity: 3.95 fps
X-Section Area: 12.87 sq ft
Hydraulic Radius: 1.135 ft
Froude Number: 0.62
Manning's n: 0.0290 l
Dmin: 1.00 In
D50: 1.50 In
Dmax: 3.00 In
SEDCAD Utility Run Printed 09-22-2021

Drainage Calculations for Concentrate Operations,Piedmont Lithium Carolinas,Inc.
Gaston County,North Carolina
=20"
December 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
Non n Atlame: ro Volume 2,Carolina,
3
Location name:Crouse,Notch Carolina,USA*
Latitude:35.4229°,Longitude:-81.2997° A
Elevation:819.7 ft'•
source ESR Maps
-•sourer.1W4
POINT PRECIPITATION FREQUENCY ESTIMATES
G,M Bonnin 0 Martin,13 Lin T Parzyb•k M Yekta and I Ria
NOAA,National Weather5enhf o I-rver Ip+ng 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 10 29 50 _ 100 200 504 1000
5-min 0.391 0.463 0.544 0.606 0.680 0.734 0.787 0.838 0.900 0.949
(0,360-0.426 (0.425-0 505)(0.4994.594 f0 553 0.659 (0.617-0 741 (0.663 0 800 r{706 0.859) 0 745 0.917 0 792-0.9901 (0.825 1 05
10-min D.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) (07996951 (0.884.106) (0984-118) {tOfi 127) (1 12 137) (1 18.1,45) (125•-157) (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.a 1 0.855.102 101120 112.133 125-150 '13418142173; t.49.1.83 158-197 1.63.2.07
30-min 1.07 1.29 1.67 1.77 L03 1:243t- '2
L42 2.61 2.85 3.D4
(0.984-117) (110.140) {144-171) (182.193) (1.85.222) (201 17.284 (2.32.2.86) (2.51-3.14} (2.84.3.38)
60-m in 1.34 1.61 2.01 1 2.31 2.71 i 3j
3.34 ' 3.66 4.09 4.43
(1.23.145) (148.176) (184-219) (211.2.52) (24b-295) (273 (299364) (3.25.4.00) (3.60.4.50) (3.86.490)
1.55 1.88 2.36 2 74 3.25 34.08 4.51 I 5.12 5.61
2-hr (1.42.170) 11 73-2.06) f2 16 2 59) (2 49.2 99) (294.3.55) 3.29 �'3 64-4 47) (4.00.4.96) (4.48.5.66) (4.85.6.23)
2.01 2.53 2.94 3.S2 4a 4.49 6.03 J 6.79 6.42
1.52.183 184-2.21 2.31 2 78 2.67 3 23 318-3.87 3.593 994 94 14.42.5.55� 5.01-6.42 5 48-7 15
6-hr 2304 2.46 30$ 3.5$ 4.2$ 4.$7 5.48 6.14 7.09 7.$6
1.8&2 23) 2 26-2.69 2.82�.36) 3.27 3 91 3 89-4.67 '4.39 5.31 14 89 B 00 5.43 8 741 6 15 7.60 6.74 6 89
12-hr 2.47 2.98 3.74 4.36 5.20 6.90 6.64 7.42 911.3-13.4
9.46
(2,26.2 69) (2 75-3.26) (3.4-4,08) (3.98.4 73) (4 73-5.fi6} (5 33.6.42} (5 94 7 21) (6 57-8.07) (8.14-10 3)
24-hr 2.97 3.58 4.61 M(4-87-5,62)
E(5,78-6-159)
.24 7,04 7.87 6.72 10.8
{2.76.3.18) (3.34-3 85) (4.20.4.84) (6.51 T55) (7.248.43) (7,99.9.35) (9.84.117)
2-day3.51 4,23 5.30 .26 8.179.09 10.1 12 4
3.27.3-78 3.94 4.56 4.935.69 3 7 80 .55.8.77 8.37 9 78 9.23 10.8
3-day 3.47-400) 4.64982) I5 9.5r98 (5.97-89) 7.04.8 14 7.87 9.14 (8 310.2) I)W-1.2 (10.8.2.7 11.7-1111
4-day (3.68422) 1 (4 2-5071 (5.44.6.26) (6.25720) 11 (7:5.8.49) (8.09851) 1(9.0900.6) 1 (9.98-1�1.6) (11.2-3.1) (12.1-14.3)
7-dayM
5.45 6.64 7.59 8.87 9.89 10.9 12.0 13.5 14.6
f5.11-5.80) (6.22.7.06) (7.09-807) (8.27.9.43) f9.20.10.5) (101 11.6) (11.1-12.8) (12.4-14.4) (13.4-15 6)
a.2a 7.45 9.42 9.73 10.8 i1.e 12.$ 14.2 15.4
5.95 8.58 .02.7.91 7 93-8.94 9.14-10.3 10 1-11.4 11 0-12.5) 2.0-13.6 132-15.2 i4.2-18.4
20 day 6.96 8.23 9.71 10.9 12.4 133 14.9 16.1 17.8 19.1
6.60-7.34 80-8.87 120-10.2 10.3-11,5 11 7-13 1 12 9-14.4 14.0-15.7 15.1-17.0 16.6-16.9 17.6-20.3
8.
30 dey (8 14 8.95) (9.58-0.5) (11111 2.2) (12.3 3.5) 1 (15.0-6.5) (lei 7.81 11 (17,2-9,1) (18.7-0.9) (19 8,22.2)
45-day 10.8 12.6 14.4 15.7 17.4 18.8 2010 21.3 22.9 24.2
(10.3.11.3) (12.1-13.2) (13 7.15.0) (15.0.,6.4} 06.6.18.2) (17 9.19.6) (19 1 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
I12.3-13.4) (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 of 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
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Precipitation Frequency Data Server Page 2 of 4
PF graphical
PDS-based depth-duration-frequency(DDF)curves
Latitude 35 42290.Longitude •81 29971
30
Averap tecuaence
25 ............................ eHerval
(yea-)
aZ0 .. .. ... ... .. 2
v 5
15 ... .. 10
50
10 ;...;...........;..................
.......
100
200
-9 ... ..... .. 500
— 1000
0
E E E E E t s sry t m m m o m m m m
oo N 1�1 Ib .i N t~ O O pnp N
W W Duration ~ N
30
25
C
20 ... ... .... ... - 11... ... Duration
d54Nn --- 2-day
- t0imin - 3-day
15
15-M -- 4-day
CL - 30-min — 7-day
10 - — GD4M — 1o4ay
2-hr — 20-day
3-hr — 30-day
5 - '��� ^T — B-hr — 4"ay
— - — 12fir — 4O-day
6 - - - - - 24-hr
1 5 10 25 50 100 200 500 1000
Average recurrence interval(years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT? Thu Jan 28 14 34 32 2021
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Precipitation Frequency Data Server Page 3 of 4
Maps&aerials
Small scale terrain
= r
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4 k
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https://hdsc.nws.noaa.gov hdsc'pfds-pfds_printpage.html?lac 35.4229&1on -81.2997&dat... 1.28 2021

Precipitation Frequency Data Server Page 4 of 4
La- e scale aerial
Back to Top
US Depamrngnt of Commerce
National Oceanic and Atmospheric Admini$lation
Natonal Weather Service
I�po,a haler w#n�'
1325 East West Highway
Silver Spring MD 20910
Questions? HIDSC.QuestionsiMnoes,j3ov
Disdaimer
https:Hhdsc.nws.noaa.gov/hdsclpfds/pfds_printpage.html?lat-35.4229&Ion -S 1.2997&dat... 1 282021

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Hydrologic Soil Group—Gaston County,North Carolina Piedmont Lithium
Hydrologic Soil Group
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 Chewada 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%
percent slopes,
occasionally flooded
HeB Helena sandy loam,1 to D 12.1 1 0%
6 percent slopes
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
I
PaD2 Pacolet sandy clay B 7.8 0.6%
loam 8 to 15 percent
slopes moderately
eroded
PaE Pacolet sandy oam 15 B 1807 14.2%
to 25 percent slopes
PaF Pacolet sandy oam 25 B 22.4 1.8%
to 45 percent slopes
TAB Tatum gravelly loam 2 B 0.0+ 0.0%
to 8 percent slopes
Ud Udorthents loamy C 43.5 3.4%
a
Totals for Area of Interest 1,269.9+ 100.0%
G Natural Resources Web Soil Survey 1/28/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group--Gaston County,North Carolina Piedmont Lithium
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
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 group
Average percent
Cover type and hydrologic condition impervious areal A 8 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
(pervious areas only, no vegetation}" ., 77 86 91 94
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

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

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 Response to DEMLR Additional Information Request
Appendix G Response to DEMLR Mooresville Regional Office Comments
3.7 Waste Rock and Topsoil Pile Stability
Analysis

Stability Analysis

Waste Rock Pile Stability Analysis)
E 1200
L CENTER AT(20.0,955.0) RADIUS= 767.076 S.C.= 0.00 P.R.= 0.0
E FACTOR OF SAFETY (2D) = 2.729 BY SIMPLIFIED BISHOP METHOD
v 800
A
T
I
O 400
N
I
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F Marshall Miller & Associates
E -400
E 0 400 800 1200 1600 2000 2400
T DISTANCE IN FEET

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

0.501 0.010 -0.487 0.005 -0.500 0.000
-0.500 0.000 -0.490 0.000 -0.514 0.000
-0.500 0.000 -0.500 0.000 -0.500 0.000
-0.500 0.000 -0.500 0.000 -0.499 0.000
-0.499 0.000 -0.497 0.000 -0.484 0.000
-0.477 0.000 -0.454 0.000 -0.499 0.012
-0.021 -0.179 -0.344
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 .223E+05 .136E+08 .535E+07
9 1 0.736 10.142 0.000 .325 .971E+03 .971E+03 .591E+06 .242E+06
10 1 18.092 6.995 0.000 .338 .165E+05 .165E+05 .997E+07 .426E+07
11 1 3.247 3.077 0.000 .352 .130E+04 .130E+04 .782E+06 .350E+06
12 1 15.582 3.210 0.000 .364 .650E+04 .650E+04 .390E+07 .182E+07
13 1 18.828 4.506 0.000 .386 .110E+05 .110E+05 .655E+07 .327E+07
14 1 7.249 5.161 0.000 .403 .486E+04 .486E+04 .286E+07 .150E+07
15 1 11.580 2.675 0.000 .416 .403E+04 .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
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 = 2.729

Topsoil Pile Stability Analysis
E 600
L CENTER AT(260.0,281.0) RADIUS= 163.136 S.C.= 0.00 P.R.= 0.10
E FACTOR OF SAFETY (2D) = 2.477 BY SIMPLIFIED BISHOP METHOD
v 400
A
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I
O 200
N
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F Marshall Miller & Associates
E -200
E 0 200 400 600 000 1000 1200 1400
T 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
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.
-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
COORDINATE -80.000 105.000 290.000 475.000 660.000
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

245.000 1000.000 1000.000 2.653 1000.000 19.301
60.000 1000.000 1000.000 1000.000 1000.000 1000.000
MINIMUM FACTORS OF SAFETY OCCUR AT THE FOLLOWING 3 CENTERS
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 SETS. 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