NCG020994_NOI Application_20211112

Division of Energy, Mineral, and Land Resources Land Quality Section
National Pollutant Discharge Elimination System
NCG020000
This general permit covers STORMWA TER AND/OR WASTEWATER DISCHARGES
associated with activities under SIC (Standard Industrial Classification) Code 14
[Mineral Mining Industry] except for: peat mining, coal mining, metal mining,
oil and gas extraction, tourist gem mines, NCDOT borrow pits, in -stream sand
mining, and discharges from mining operations which are intermixed on site
with stormwater from concrete operations. You can find information on the
DEMLR Stormwater Program at deq.nc.gov/SW.
Directions: Print or type all entries on this application form. Send the original,
signed application with all required items listed in Item (9) below to: NCDEMLR
Stormwater Program, 512 N. Salisbury St., 1612 MSC, Raleigh, NC 27699-1612.
The submission of this form does not guarantee coverage under the General Permit. Prior to coverage under this
General Permit a site inspection will be conducted.
1. Owner/Operator (to whom all permit correspondence will be mailed):
FOR AGENCY USE ONLY
Date Received
Year
Month
Day
Certificate of Coverage
N
C
G
0
2
Check #
Amount
Permit Assigned to
Name of legal organizational entity:
Legally responsible person as signed in Item (10) below:
Piedmont Lithium Carolinas, Inc.
Patrick Brindle
Street address:
City:
State and zip code:
32N Main Street, Suite 100
Belmont
NC, 28012
Telephone number:
Email address:
704-461-8000
[e-mail]
2. Industrial Facility (facility being permitted):
Facility name:
Facility environmental contact:
Carolina Lithium Project
Monique Parker
Street address:
City:
State and zip code:
Hephzibah Church Road
Bessemer City
NC, 28016
Telephone Number:
Email address:
704-461-8000
[e-mail]
Latitude of entrance: 35.3896'
Longitude of entrance:-81.2886'
Parcel Identification Number (PIN)
multiple - see Appendix A, Figure 3
4-digit SIC code:
Facility is:
Date operation is to begin or began:
1479 and 2819
❑✓ New ElProposed ❑ Existing
June 2023
Brief description of the types of minerals mined at this facility:
naturally occurring spodumene mineral
Is this a processing -only facility for materials mined elsewhere?
Is this an inactive mine site?
❑ Yes
❑ Yes
❑✓ No
❑✓ No
Does total area of this mine site include ready -mixed concrete plant and/or asphalt plant areas?
❑Yes, and has separate NPDES stormwater permits (provide permit numbers):
❑Yes, and does not have separate NPDES stormwater permits
❑✓ No
Does this facility already have a valid Mining Permit from DEMLR's Land Quality Section?
❑Yes (please provide the Mining Permit Number)
❑✓ No (please indicate the status of the Mining Permit application) Mine application submitted 8/30/2021 and under review by DEMLR
Page 1 of 8

Are you applying for a discharge permit in the same location as a previously permitted mine?
El Yes (please provide permit number and mine name)
❑✓ No
If the stormwater discharges to a municipal separate storm sewer system (MS4), name the operator of the MS4:
❑✓ N/A
3. Consultant (if applicable):
4.
Name of consultant:
Consulting firm:
Patrick Blandford
HDR Engineering, Inc. of the Carolinas
Street address:
City:
State and zip code:
440 S. Church Street, Suite 1000
Charlotte
NC, 28202
Telephone number:
Email address:
704-338-6746
[e-mail]
Development Activities and Buffers
Mining operation will precede development activities at this site:
❑ Yes
❑✓ No
Mine is located within one of the 20 Coastal Counties, and will it add more than 10,000 ft2 of impervious surface:
❑ Yes (to both)
❑ No, this mine is within one of the 20 Coastal Counties, but will not at more than 10,000 ft2 of impervious surface
❑✓ No, this mine is not within one of the 20 Coastal Counties
Mine is in the Neuse, Tar -Pamlico, or Catawba River Basins, OR in the Randleman or Jordan Water supply Watersheds?
❑✓ Yes (specify size of stream buffers) 30 feeC adherest, the Gaston County UnifedDevelopment ordinance that requires 30-foot vegetative buffers streams V development activities that are o n-residential and b0-24%imp-00
❑ No
5. Mine Dewatering
Mine dewatering will occur at this site:
❑✓ Yes ❑ No (mark N/A for the rest of this section)
Mine dewatering from this facility will be discharged to:
❑Surface Waters and/or Wetlands
❑✓ Other (specify) discharged to pit discharge settling ponds outside pits from which water will be used for operational use or discharged to surface waters
❑Mine will not discharge dewatering to Surface Waters and/or Wetlands; specify how dewatering will occur and where
water will be directed:
[-]N/A
Wetlands and/or Surface Waters are within 400' of the mine pit perimeter:
404/401 Certification permits required:
❑✓ Yes (specify distance) closest wetland is approximately 100' to a mine pit perimeter
❑✓ Yes (briefly describe) see supplemental information
❑ No
❑ No
❑ N/A
❑ N/A
Have you been required to obtain a wetland delineation certified by the US Army Corps of Engineers?
❑✓ Yes (please attach to this application) ❑ No
6. Wastewater Treatment
Will this facility wash mined materials?
❑✓ Yes ❑ No
Will discharges of process wastewater treatment systems occur (including possible recycle system overflows)
[-]Yes (please describe)
❑✓ No
Page 2 of 8

Will this facility employ chemical additives to flocculate suspended solids?
0 Yes (specify name/manufacturer/quantity of daily use) Magnafloc 10/sNF or BASF/30 tonnes peryear
❑ No
Note: please visit: https://files.nc.gov/ncdeg/Water+Quality/Environmental+Sciences/ATU/PAM8 30 18.pdf for list of
approved PAMS
Will any of the wastewater treatment facilities at this mine overflow only during rainfall events that exceed the 10-yr, 24-hr
rainfall event?
❑ Yes (specify which systems)
0 No
Are wastewater treatment facilities (including recycle systems) planned in the 100-year flood plain?
❑Yes 0 No
Wastewater Treatment Alternative Review as required by 15A NCAC 2H.0105(c)(2)
Types of wastewater this mine site will discharge: 0 Mine Dewatering ❑ Process Wastewater
Types of wastewater considered for this alternative review: 0 Mine Dewatering ❑ Process Wastewater
Are there existing sewer lines within a one -mile radius?
❑ Yes
❑ Wastewater treatment plant will accept wastewater
❑ Is feasible to connect (explain)
❑ Is not feasible to connect (explain)
❑ Wastewater treatment plant will not accept wastewater (please attach letter documenting this)
0 No
Are you already proposing a closed -loop recycle system (CLRS) that meets design requirements of 15A NCAC 2T .10000?
❑Yes, for dewatering
❑ Yes, for process wastewater
❑ Yes, for both
❑ No, this option is technologically feasible (explain)
❑ No, this option is not technologically feasible (explain)
❑ No, this option is otherwise feasible (explain)
ONo, this option is otherwise not feasible (explain)
Volumes are anticipated to exceed recycle system demand per water balance.
What is the feasibility of building a CLRS compared to direct surface water discharge?
Surface or Subsurface Disposal System
❑ A surface or subsurface disposal system is technologically feasible (explain)
❑ A surface or subsurface disposal system is not technologically feasible (explain)
0 A surface or subsurface disposal system is otherwise feasible to implement (explain)
Pit discharge basins (i.e. mine dewatering) will be discharged overland through buffers at anticipated flow rates based on water balance.
El surface of subsurface disposal system is not otherwise feasible to implement (explain)
What is the feasibility of employing a subsurface of surface discharge as compared to a direct discharge to surface waters?
Direct Discharge to surface waters is the most environmentally sound alternative to all reasonably cost-effective options
for the wastewaters being considered?
nYes
❑ No
Page 3 of 8

If this review included all wastewater discharge types, would excluding some types make any of the above non -discharge
options feasible for some the wastewaters?
❑ Yes
0 No
7. Outfalls(s) At least one outfall is required to be eligible for coverage.
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is impaired.
SDO-01
Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
0 Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
0 Only during a rainfall event
❑ Intermittently (please indicate how often)
(please indicate flow in CFS)
-[—]Continuously
Latitude of outfall: 35.392637
Longitude of outfall:-81.308716
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes El No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑This water is impaired.
SDO-02
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
0 Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
0 Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.393128
Longitude of outfall:-81.304559
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? 0 Yes ❑ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
approximately 100 gallons of motor oil per month
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is impaired.
SDO-03
Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
0 Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
0 Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.390628
Longitude of outfall:-81.302864
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes 0 No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 4 of 8

All outfalls must be listed and at least one outfall is required. Additional outfalls may be added in the section
"Additional Outfalls" found on the last page of this NOI.
8. Other Facility Conditions (check all that apply and explain accordingly):
9
❑This facility has any other NPDES permits. If checked, list the permit numbers for all current NPDES permits:
❑ This facility has Non -Discharge permits (e.g. recycle permit). If checked, list the permit numbers for all current Non -
Discharge permits:
0 This facility uses best management practices or structural stormwater control measures.
If checked, briefly describe the practices/measures and show on site diagram:
Concentrate Operations (i.e. Mine #1, Concentrate Plant, and Industrial Minerals Plant) will maintain land disturbances and stormwater management controls for the life of the mine. These have been designed per mining design standards. The Lithium Hydroxide Conversion Plant ut•'Y
❑This facility has a Stormwater Pollution Prevention Plan (SWPPP). Y
If checked, please list date that SWPPP was implemented:
❑This facility stores hazardous waste stored in the 100-year floodplain.
If checked, describe how the area is protected from flooding:
❑ This facility is a (mark all that apply)
❑ Hazardous Waste Generation Facility
❑ Hazardous Waste Treatment Facility
❑ Hazardous Waste Storage Facility
❑ Hazardous Waste Disposal Facility
If checked, indicate:
Kilograms of waste generated each month:
Type(s) of waste:
How material is stored:
Where material is stored:
Number of waste shipments per year:
Name of transport/disposal vendor:
Transport/disposal vendor EPA ID:
Vendor address:
❑ This facility is located on a Brownfield or SUPERFUND site
If checked, briefly describe the site conditions:
0 Facility provides appropriate secondary containment for bulk storage of liquid materials
If checked, briefly describe these measures:
Double walled tanks would be utilized for bulk liquid materials, and totes would be located within confinement areas (engineered design areas with grade walls)
❑ Site has an active landfill within the mining permit boundary
If checked, please indicate type:
a) ❑ LCID (Land clearing and Inert Debris)
b) ❑ other (specify)
ulred Items (Application will be returned unless all of the following items have been included):
0 Check for $100 made payable to NCDEQ
0 Copy of most recent Annual Report to the NC Secretary of State
OThis completed application and any supporting documentation
0 Copy of the approved mining permit or indication of mining permit application status
0 Copy of US Army Corps — approved wetland delineation (if applicable)
Page 5 of 8

❑✓ Line drawing of the water flow through the facility or block flow diagram
❑✓ Pictorial description of the nature of any sources of water and any collection and treatment measures
❑✓ A site diagram showing, at a minimum, existing and proposed:
a) outline of drainage areas
b) surface waters
c) stormwater management structures
d) location of stormwater outfalls corresponding to the drainage areas
e) runoff conveyance features
f) areas where materials are stored
g) impervious areas
h) site property lines
M 2 copies of large scale (24"x36" minimum) site plan showing:
a) topographical lines
b) all outfall locations
c) applicable buffers and delineated wetlands
d) receiving waters
e) 100-year flood plain (if applicable)
❑✓ Copy of county map or USGS quad sheet with the location of the facility clearly marked
If mines site is in one of the 20 Coastal Counties (if applicable)
❑ Applicant has check with the appropriate regional office to verify the need for a Coastal State Stormwater permit.
a) Indicate the Regional Office Contact:
❑ Detailed list of:
a) impervious surface areas and percentages
b) sub -drainage areas
c) total drainage area
If mine is dewatering and near wetlands, or may otherwise impact surface waters or groundwater (if
applicable)
❑✓ 2 copies of large scale (24"x36" minimum) plans delineating areas on the listing acreage including:
a) wetlands
b) ditches
c) well -placements
d) pits
e) borrow areas
f) overburden storage
g) stormwater controls/BMPs
h) vehicle maintenance areas
i) settling basins
j) product process (such as screening, stockpiles, and waste piles)
k) total drainage area
1) impervious surface percentages (if state Stormwater programs apply)
m) applicable buffers
n) access and/or haul roads
❑✓ Pump dewatering size and information on its specifications
❑✓ Well information (design, depths, maintenance)
❑✓ Physical monitoring for the wetland areas
❑✓ Settling pond size information, if applicable
❑ Level spreader design, if applicable
❑✓ Details about dewatering method
❑✓ Cone of influence calculations
Page 6 of 8

❑✓ Description of measures to prevent erosion and flooding
❑✓ Description and information about 401/404 permits that have been obtained
❑✓ Copy of US Army Corps of Engineers wetlands delineations or approved wetland delineation (if applicable)
❑✓ I have contacted my local regional office about a Pumping Operation and Monitoring (POM) plan
a) Regional Office Contact: James Moore
b) Date Contacted: 9/20/2021
10. Applicant Certification:
North Carolina General Statute 143-215.66 (i) provides that: Any person who knowingly makes any false statement,
representation, or certification in any application, record, report, plan, or other document filed or required to be maintained
under this Article or a rule implementing this Article ... shall be guilty of a Class 2 misdemeanor which may include a fine not
to exceed ten thousand dollars ($10,000). 1 hereby request coverage under the referenced General Permit.
Under penalty of law, I certify that:
❑ I am the person responsible for the permitted industrial activity, for satisfying the requirements of this permit, and for
any civil or criminal penalties incurred due to violations of this permit.
❑ The information submitted in this N01 is, to the best of my knowledge and belief, true, accurate, and complete based on
my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the
information.
❑ I will abide by all conditions of the NCG02 permit. I understand that coverage under this permit will constitute the
permit requirements for the discharge(s) and is enforceable in the same manner as an individual permit.
❑ I hereby request coverage under the NCG020000 General Permit and understand that coverage under this permit will
constitute the permit requirements for the discharge(s) and is enforceable in the same manner as an individual permit.
Printed Name of Person Signing:
Title
(Signature of Applicant)
(Date Signed)
Mail the entire package to: DEMLR— Stormwater Program
Department of Environmental Quality
512 N. Salisbury Street, 6t" floor
1612 Mail Service Center
Raleigh, NC 27699-1612
Page 7 of 8

❑ Description of measures to prevent erosion and flooding
❑ Description and information about 401/404 permits that have been obtained
❑ Copy of US Army Corps of Engineers wetlands delineations or approved wetland delineation (if applicable)
❑ I have contacted my local regional office about a Pumping Operation and Monitoring (POM) plan
a) Regional Office Contact:
b) Date Contacted:
10. Applicant Certification:
North Carolina General Statute 143-215.66 (1) provides that: Any person who knowingly makes any false statement,
representation, or certification in any application, record, report, plan, or other document filed or required to be maintained
under this Article or a rule implementing this Article ... shall be guilty of a Class 2 misdemeanor which may include a fine not
to exceed ten thousand dollars ($10,000). 1 hereby request coverage under the referenced General Permit.
Under penalty of law, I certify that:
® I am the person responsible for the permitted industrial activity, for satisfying the requirements of this permit, and for
any civil or criminal penalties incurred due to violations of this permit.
The information submitted in this NOI is, to the best of my knowledge and belief, true, accurate, and complete based on
my Inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the
Information.
® I will abide by all conditions of the NCG02 permit. I understand that coverage under this permit will constitute the
permit requirements for the discharge(s) and is enforceable In the same manner as an individual permit.
I hereby request coverage under the NCGO20000 General Permit and understand that coverage under this permit will
constitute the permit requirements for the discharge(s) and is enforceable in the same manner as an Individual permit.
Printed Name of Person Signing: P&--Q,%`w_ U . 16CLI oL-fL—
Title: F..xau�,r�„�. V�GE_ Pn..E'�<<`✓@.wST lAua Lu%E.F PAW.tOff_ %j-r OFF%C..S.L
(Signature of Applicant)
(Date Slgned)
Mail the entire package to: DEMLR — Stormwater Program
Department of Environmental Quality
512 N. Salisbury Street, 61h floor
1612 Mail Service Center
Raleigh, NC 27699-1612
Page 7 of 8

Additional Outfalls
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-04
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.388957
Longitude of outfall:-81.301255
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-05
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.386522
Longitude of outfall:-81.304586
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-06
Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.385922
Longitude of outfall:-81.30583
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 8 of 8

Additional Outfalls
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-07
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.385107
Longitude of outfall:-81.307489
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-08
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.385864
Longitude of outfall:-81.311904
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-09
Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.387828
Longitude of outfall:-81.312447
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 8 of 8

Additional Outfalls
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-10
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.390739
Longitude of outfall:-81.312657
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Coarse Rock and Tailings Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes 0 No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-11
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
0 Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
0 Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.390879
Longitude of outfall:-81.284713
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Topsoil Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes 0 No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-12
Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
0 Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.38998
Longitude of outfall:-81.281345
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Topsoil Storage
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 8 of 8

Additional Outfalls
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-13
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
0 Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
0 Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.394263
Longitude of outfall:-81.296319
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Plant Pad Surface
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? 0 Yes ❑ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
approximately 400 gallons of motor oil per month
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-14
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.394125
Longitude of outfall:-81297529
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Plant Pad Surface
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-15
Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
OStormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.39635
Longitude of outfall:-81.299868
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Plant Pad Surface
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 8 of 8

Additional Outfalls
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-16
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.39679
Longitude of outfall:-81.299519
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Plant Pad Surface
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-17
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.391702
Longitude of outfall:-81.319766
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Emulsion Storage and Bulk Truck Parking Area
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑✓ Yes ❑ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
approximately 100 gallons of motor oil per month
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-18
Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.397036
Longitude of outfall: -81.319371
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Lithium Hydroxide Conversion Plant
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 8 of 8

Additional Outfalls
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-19
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.395832
Longitude of outfall:-81.318963
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Lithium Hydroxide Conversion Plant
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-20
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.393713
Longitude of outfall:-81.318565
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Lithium Hydroxide Conversion Plant
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-21
Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.394314
Longitude of outfall:-81.321136
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Lithium Hydroxide Conversion Plant
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 8 of 8

Additional Outfalls
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-22
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.39691
Longitude of outfall:-81.321759
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Lithium Hydroxide Conversion Plant
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
SDO-23
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑✓ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑✓ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.396049
Longitude of outfall:-81.324137
Brief description of the industrial activities that drain to this outfall:
Stormwater Runoff - Railyard
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
MDO-01
Little Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
❑Stormwater ❑✓ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑ Only during a rainfall event
❑✓ Intermittently (please indicate how often) as necessary to dewaterthe east pit; maxflow rate is 1,575 gpm
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.383525
Longitude of outfall:-81.288309
Brief description of the industrial activities that drain to this outfall:
Mine Dewatering Wastewater - Pumping from Pits During Operations; Stormwater Runoff - Coarse Rock and Tailings Storage upon Reclamation of Pit
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 8 of 8

Additional Outfalls
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
MDO-02
Little Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑ Stormwater ❑✓ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑ Only during a rainfall event
❑✓ Intermittently (please indicate how often) as necessary to dewater the south pit; max flow rate is 975 gpm
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.383218
Longitude of outfall:-81.290202
Brief description of the industrial activities that drain to this outfall:
Mine Dewatering Wastewater - Pumping from Pits During Operations; Stormwater Runoff - Coarse Rock and Tailings Storage upon Reclamation of Pit
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
MDO-03
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑ Stormwater ❑✓ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑ Only during a rainfall event
❑✓ Intermittently (please indicate how often) as necessary(o dewaterthe southern partofwest pit; maxflow rate is 475 gpm
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.387524
Longitude of outfall:-81.288938
Brief description of the industrial activities that drain to this outfall:
Mine Dewatering Wastewater - Pumping from Pits During Operations
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
MDO-04
Beaverdam Creek
WS-Iv
❑This watershed has a TMDL.
Discharge from this outfall is from:
❑Stormwater ❑✓ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑ Only during a rainfall event
❑✓ Intermittently (please indicate how often) as necessary to dewater the northern part of west pit; max flow rate is 475 gpm
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.39172
Longitude of outfall:-81.286032
Brief description of the industrial activities that drain to this outfall:
Mine Dewatering Wastewater - Pumping from Pits During Operations
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 8 of 8

Additional Outfalls
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
MDO-05
Beaverdam Creek
WS-Iv
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑ Stormwater ❑✓ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑ Only during a rainfall event
❑✓ Intermittently (please indicate how often) as necessary to dewater the north pit; max flow rate is 850 gpm
❑ Continuously (please indicate flow in CFS)
Latitude of outfall: 35.393515
Longitude of outfall:-81.28349
Brief description of the industrial activities that drain to this outfall:
Mine Dewatering Wastewater - Pumping from Pits During Operations
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑✓ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
❑ This watershed has a TMDL.
Discharge from this outfall is from:
❑ Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall:
Longitude of outfall:
Brief description of the industrial activities that drain to this outfall:
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
3-4 digit identifier:
Name of receiving water:
Classification:
❑ This water is on the 303(d) list.
❑This watershed has a TMDL.
Discharge from this outfall is from:
❑Stormwater ❑ Mine Dewatering ❑ Process Wastewater
Discharge occurs from this outfall:
❑ Only during a rainfall event
❑ Intermittently (please indicate how often)
❑ Continuously (please indicate flow in CFS)
Latitude of outfall:
Longitude of outfall:
Brief description of the industrial activities that drain to this outfall:
Do Vehicle Maintenance Activities occur in the drainage are of this outfall? ❑ Yes ❑ No
If yes, how many gallons of new motor oil are used each month when averaged over the calendar year?
Page 8 of 8

NCG02 Application Supplemental Information
Introduction
The Carolina Lithium Project (Project) consists of the Concentrate Operations (mine operations) and the
Lithium Hydroxide Concentrate Plant (processing operations). The Concentrate Operations include the
Piedmont Lithium Carolinas Mine #1, a Concentrate Plant, and an Industrial Minerals Plant which make
up the mine operations. Marshall Miller & Associates (MMA) was the engineer of record for the
Concentrate Operations and HDR Engineering Inc. of the Carolinas (HDR) was the engineer of record for
the Lithium Hydroxide Conversion Plant. Piedmont Lithium Carolinas, Inc (PLCI), the applicant, proposes
to mine pegmatite ores which include spodumene for the purpose of lithium extraction, as well as quartz,
mica (muscovite), feldspar (albite and microcline), other mineral products, and rock products including for
aggregate and other industrial or construction purposes on 1,548 acres located about 1 mile east of
Cherryville, NC off/near road St. Marks Church Road, Whitesides Road, and Hephzibah Church Road in
Gaston County (Appendix A, Figures 1 and 2). A figure depicting land parcels with the Project boundary
is included as Figure 3 (Appendix A). A copy of PLCI's most recent Annual Report to the NC Secretary
of State is included as Appendix B.
An application for a North Carolina Mining Permit was submitted to the North Carolina Department of
Environmental Quality (NCDEQ) Division of Energy, Mineral and Land Resources (DEMLR) Mining
Program on August 30, 2021. At the date of this application for the NCG02 Notice of Intent, the review
process for the mine permit is currently ongoing. DEMLR is conducting a Public Hearing on November 15,
2021 as part of the mine permit review process.
Conversion Operation pit discharge will be collected in pit discharge ponds shown on the mine map
prior to being released (Appendix A, Figure 4, and Appendix C). Lithium Hydroxide Conversion
Plant construction stormwater will be collected in sediment basins and sediment traps shown on the
mine map prior to being released (Appendix A, Figure 4, and Appendix D). Water from these sediment
and erosion control measures, or the pits, will be discharged at a non -erosive rate back to surface waters
or will be used as makeup water for the Concentrate Plant.
See Appendix E for line drawing and pictorial description of water flow through the facility.
USACE Wetland Delineation
A wetland delineation was performed in June 2018, December 2018, and in April 2019. The United States
Army Corps of Engineers issued a Jurisdictional Determination on February 21, 2019 and again on June
20, 2019, for the areas delineated at that time. The areas within the mine boundary that have not been
verified have been delineated and are currently under review by the USACE (Appendix A, Figure 5 and
Appendix F).
Pump Dewatering Size and Dewatering Method Details
The proposed mine dewatering plan includes pumping water from pits during excavation. As each open
pit is developed, water encountered in the pit will be channeled to a low spot, or sump, within the
excavation. Water will be pumped from the sumps in the pit using pumps that are adequately sized to
control the water in the pit. The water from the pits will be pumped to pit discharge settling ponds outside
of the pit, from which water will be either pumped out for operational use or discharged to the creek. The

pit discharge ponds have been designed to provide adequate storage for expected pit dewatering
activities.
For pit dewatering activities, the potential size for dewatering pumps include vertical turbine, 8 stage 200
horsepower pumps 12CHC 8 stage 200 HP 3 phase 480 v 1770 rpm 1000 gpm max; however, variation
in pump size may occur due to actual conditions. For pit dewatering activities, water from the pits would
be discharged through sediment basins.
The operation for the proposed Project involves sequenced excavation and mining of four pits. Mining is
planned to begin in the South Pit, with excavation of the East Pit beginning as the South Pit is exhausted.
The West Pit excavation will begin as mining in the East Pit is being completed, and mining in the North
Pit will begin shortly after West Pit mining commences. The West and North pits will be mined together
until the reserves are exhausted. Locations of pit discharge ponds for each pit are indicated in Appendix
C and Appendix D. All pits have one planned pit discharge pond, with the exception of West Pit which
has two pit discharge ponds to accommodate the location of a main access/conveyor road.
Mine dewatering operations include pumping water from pits during excavation. Pit water is expected to
be pumped concurrently from South Pit and East Pit during approximately the first five years of mining,
with pumping from South Pit ceasing around Year 5 and pumping from only East Pit occurring in
approximately Years 6 through 11. Pumping in Year 12 is expected to be from both East Pit and West Pit
and pumping in Year 13 is expected to be from both North Pit and West Pit. Pumping is expected to be
only from West Pit beginning around Year 14 and continuing for the remainder of the life of the mine.
The pit pumping sequence may vary throughout the life of the Project. As each open pit is developed,
water encountered in the pit will be channeled to a low spot, or sump, within the excavation. Pit water will
be pumped from the sumps using pumps that are adequately sized to control the water in the pit. The
water from the pits will be pumped to the pit discharge ponds, from which water will be either pumped out
for operational freshwater use or discharged via controlled release from permitted outfalls to local surface
water bodies.
Settling Pond Sizing Information
The pit discharge ponds have been sized to provide adequate storage for the potential combination of
maximum expected pit dewatering activities (-2,300 gallons per minute or gpm) and large storm events.
The pit discharge ponds are designed to store approximately 1,000,000 gallons of water from the pit area
as needed during operations. The pit discharge pond spillways are designed to discharge the 100-year,
24-hour storm event and maximum pit dewatering flow as determined by groundwater modeling. Pit
dewatering ponds are designed with a non -erodible riprap lined spillway to discharge water safely without
erosion.
Cone of Influence Calculations
There is no public water system in the vicinity of the mine locale. The estimated withdrawal rate range
across the life of the project (20 years) is 828,000 gpd — 3,312,000 gpd based on a groundwater modeling
report prepared by HDR in 2021 (Appendix G).
If mitigation for adversely impacted wells is necessary, PLCI may offer assistance to connect the affected
property to municipal water supply where municipal water service has been brought to a practical
distance to the affected property or, may offer to drill new, deeper residential water supply wells. PLCI is
also committed to installing observation wells located around the perimeter of the pit excavation areas to
monitor groundwater levels during mine operation (Appendix A, Sheet 1).

Description of Measures to Prevent Erosion and Flooding
Erosion and sediment control structures will be installed prior to disturbance in all areas of the operation.
Detailed designs for planned sediment basins, spillways, sediment traps, conveyance ditches and flumes
are included in the mine permit data package. Erosion and sediment control structures have been
designed to accommodate a 25-year, 24-hour storm event. All In -Stream Culverts are designed on a 100-
year, 24-hour storm event. Stormwater runoff will be captured and discharged from sediment basins in a
non -erosive manner as depicted and designed in the erosion and sedimentation control design.
Clean Water Act Section 404 and 401 Permits
In November 2019, PLCI received a Clean Water Act (CWA) Section 404 Standard Individual Permit from
the USACE. PLCI has also received a Section 401 Individual Water Quality Certification from the North
Carolina Division of Water Resources (DWR). A copy of the approved Section 404 and Section 401
permits are included in Appendix H. The project as currently submitted in this Notice of Intent does not
propose impacts to streams and wetlands beyond those approved in the 2019 CWA Section 404/401
permits.
Pumping Operation and Monitoring Plan
A pumping operation and monitoring plan is included in Appendix I.

Appendix A
Figures

LEGEND
6M Antioch 7r
i Gh
Mine Boundary (1,548 ac.) Cem
• •a .. sr� :'� ks:
USGS 24k Quadrangles � �� �:�1 0.
1 inch = 2,000 feet
Qs, 0 Feet 2,000
jut
41#
lk
r _ a -
i.�LINCOL'NTON �I
A _; _ WEST191
. i. ��' +/-.. `..jam '..s��• r•�yr -- — \' _ -- ��''`� — '�
cstt cour5 *Water
•. ��,, �' tiv - '�• 1 `. .'ys � Yam.
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• %
d0 11
5 •
� • 5 � - .. .. 6�1ti a - _ � .. .c":.` .r. � tiff -,.
�= '"
w
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+ r r ea rt rdam
r
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BESSEMER CITY
Gaston Co u my ,—
North Carolina
' i , ,' _ {• Ilk
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V
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Para
, t/i;P
Applicant: Piedmont Lithium Carolinas, Inc.
_ Mine Name: Carolina Lithium Project
���_• County: Gaston
• 4 Date Prepared: 8/13/2021
Prepared By: KTHAMES t
Preparer's Title: Sr. Environmental Project Manager ~
■ " 4f* PIEDMONT uw� k vrvvrtHrnk�. WuHvrtHrvvLr_O
LITHIUM FIGURE 1
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I
LEGEND
Mine Boundary (1,548 ac.)
County Boundary
Municipal Boundary
1 in = 1.5 miles
0 Miles 1.5
I o
Fallston 0,
a
0
Cherryville�
� o a
O
°
_ aco w
279
�- N l v
° 274
i
I
3
Gaston County/° a
North Carolina
FN PIEDMONT
I IT FII VM
i
a
® Stanley
279
321 °
-,
° 275
c
® Dallas o 0
�om
279 Spencer
Mnii fninI,
' Applicant: Piedmont Lithium Carolinas, Inc.
275 °°( . Mine Name: Carolina Lithium Project
Gastonia} County: Gaston \
Bessemer Citya Date Prepared: 8/13/2021
O Prepared By: KTHAMES
0 0 w Preparer's Title: Sr. Environmental Project Manager
CAROLINA LITHIUM PROJECT
NCDOT COUNTY HIGHWAY MAP
FIGURE 2
PATH: \\CLTSMAIWGIS_DATA\GIMPROJECTS\T1135_PIEDMONTLITHIUM\10263685_PLI_INTEGRATED_PROJECTI].2_ WORK _IN_PROGRESSIMAP_DOCS\M%DnASK05_MINE PERMIT102_MINEPERMIT_COHWV.M%D -USER: KTHAMES-DATE:811312021 NCG02 Application

LEGEND
Q Mine Permit Boundary (1,548 ac.)
0 Parcels
DATA SOURCE: Gaston County
Parcel Data (July 2021)
0 Feet 2,000
am�
527 157922 578 159639
528 157923 579 159640
529 157925 580 159641
530 158034 581 159642
531 158037 582 159644
532 158038 583 159668
533 158061 584 159671
534 158072 585 159675
535 159118 586 159684
536 159124 587 160753
537 159139 588 160757
538 159140 589 160759 '
539 159141 590 160760
540 159142 591 160761
541 159148 592 160762
542 159151 593 198472
543 159154 594 198919
544 159155 595 198920
545 159156 596 198928
546 159157 597 204183
547 159159 598 204184
548 159160 599 205287
549 159162 600 209087
550 159164 601 211499
551 159165 602 211500
552 159166 603 212364
553 159167 604 212365
554 159168 605 213460
555 159171 606 213461
556 159173 607 214055
557 159176 608 215730
558 159177 609 215731
559 159178 610 216006
560 159179 611 216007
561 159181 612 218191
562 159182 613 218192
563 159186 ° 614 218752
564 159187 615 223454
565 159188 616 225770
566 159190 617 226286
567 159191 618 226287
568 159194 619 226474
569 159195 620 226475
570 159196 621 227995 17�
571 159199 622 227996
572 159207 623 302445
573 159209 624 303909
574 159240 625 304329
575 159631 626 157874
576 159637 627 304327
577 159638
279
'-"A "
532
531, r1
— 534e
53Q
624
625
635
r
536
542
527
611
yer.0 edits:
1�70
605
567 566 f`
573
609 6•
572
593
612 608 574
96 599
579 586
581
577
598
578 576
597
613
582? 616
61
615 590
587 0 591 589
111�
CAROLINA LITHIUM PROJECT
PIEDMONT PARCELS
LITHIUM FIGURE 3
PATH: XLTSMAINMIS DAWGISIPROJECTS171135 PIEDMONTLITHIUM110263685 PLI INTEGRATED PROJECT17.2 WORK IN PROGRESSIMAP DOCS\MXD\TASK07 NCG02\03 LAND ENTRYAGREEMENTS 20210818 FOR NCG02.MXD - USER: KTHAMES - DATE: 11/10/2021 NCG02 APPLICATION

LEGEND
Mine Permit
Boundary1
( ,548 ac.)
Mine Dewatering
0
Outfall - Concentrate
Operations
Sediment Discharge
Stormwater Outfall -,�.
Concentrate
Operations
Sediment Discharge
O
Stormwater Outfall -
Lithium Hydroxide
Conversion Plant
0
Feet 1,250
Outfall #
Control ID
Location
Latitude
Longitude
SDO-01
SB-1
Mine/Concentrator
35.392637
-81.308716
SDO-02
SB-2
Mine/Concentrator
35.393128
-81.304559
SDO-03
S13-3
Mine/Concentrator
35.390628
-81.302864
SDO-04
SB4
Mine/Concentrator
35.388957
-81.301255
SDO-05
SB-5
Mine/Concentrator
35.386522
-81.304586
SDO-06
SB-6
Mine/Concentrator
35.385922
-81.30583
SDO-07
S13-7
Mine/Concentrator
35.385107
-81.307489
SDO-08
SB-8
Mine/Concentrator
35.385864
-81.311904
SDO-09
S13-9
Mine/Concentrator
35.387828
-81.312447
SDO-10
SB-10
Mine/Concentrator
35.390739
-81.312667
SDO-11
SB-11
Mine/Concentrator
35.390879
-81.284713
SDO-12
SB-12
Mine/Concentrator
35.38998
-81.281345
SDO-13
SB-13
Mine/Concentrator
35.394263
-81.296319
SDO-14
SB-14
Mine/Concentrator
35.394125
-81.297529
SDO-15
SB-15
Mine/Concentrator
35.39635
-81.299868
SDO-16
SB-16
Mine/Concentrator
35.39679
-81.299519
SDO-17
SB-17
Mine/Concentrator
35.391702
-81.319766
SDO-18
SB-18
UGH Conversion Plant
35.397036
-81.319371
SDO-19
SB-19
LiOH Conversion Plant
35.395832
-81.318963
SDO-20
SB-20
UGH Conversion Plant
35.393713
-81.318565
SDO-21
SB-21
UGH Conversion Plant
35.394314
-81.321136
SDO-22
SB-22
LiOH Conversion Plant
35.39691
-81.321759
SDO-23
SB-23
LCH Conversion Plant
35.396049
-81.324137
North Carolina
Outfall #
Control ID
Location
MDO-01
East Pit
Mine/Concentrator
MDO-02
South Pit
Mine/Concentrator
MDO-03
West Pit
Mine/Concentrator
MDO-04
West Pit
Mine/Concentrator
MDO-05
North Pit
Mine/Concentrator
Latitude Longitude
35.383525-81.288309
35.383218-81.290202
35.387524-81.288938
35.39172-81.286032
35.393515-81.28349
Applicant: Piedmont Lithium Carolinas, Inc.
Mine Name: Carolina Lithium Project
County: Gaston
Date Prepared: 11 /11 /2021
Prepared By: KTHAMES
Preparer's Title: Sr. Environmental Project Manager
C.
moo-4
0
CAROLINA LITHIUM PROJECT
FnPIEDMONT OUTFALL LOCATIONS
LITHIUM FIGURE 4
PATH: 1\CLTSMAINIGIS_DATAIGIS\PROJECTS17ll35_PIEDMONTLITHIUM110263685_PLI_INTEGRATED_PROJECTV.2_WORK _IN_PROGRESS\MAP_DOC&MMTASK07_NCG02104_OUTFALL LOCATION MAPAM - USER: KTHAMES -DATE 11/1112021 NCG02 APPLICATION

NEMPI
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PHZIBAH CHURCH RD (fi0 ROW) _ \
6
25
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m 'J f .. i I • i o � � : L J �.I Q" � .� III/ � � � � � � \ / 1`
100' SETBACK °
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ED
r .-x �r \ WETLAND AREA 3 .• \t' -- --"-- _ li „' - v •: u �� ��" ° • \ \�•-" L
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o A 86
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� \ 0 / \ \ ' SCREENING BERM \ 7" O \ I �' \ \
o PC30 Pc32 15 I '���\ � LAR FARM �
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-
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° \' .- `% \ j>° \ LANT AREA ENTRANC
+
WETLAND AREA, «.\ \y � \ 0 • - � �
- - 8 5 0\ \ 96
51 -
dC96
3
°
'EXISTING CEMETERY SITE � � ,
+
w CONCENTRATE PLANT AND , C52 � I
ST 9- ik
F
50'CEMETERV SITE BUFF
1: r, \ ,/ ' / �__, • ° x i / \
�+ /�I I I I - � // / ,/ INDUSTRIAL MINERALS PLANT � �\
36 =; ST-6J / I ( _ SEE APPENDIX B
\+ I \ \
37 / I, ° , \ / ° m
- I
' LANT AR A/E TRAN
��
❑ C41
1 I
I
z
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' - E.N.--C_
E 6 FEET HIGH LITHIUM HYDROXIDE CONVERSION PLANT SEE APPENDIX 39 10631 NEAREST OCCUPI115
. `--
-O
o \
/
DWELLING
CHURCH D. 1,029 ft. J
Los
m _ �,T, -
1 t
\ - 117 B s7a.o
,x
- - WETLAND ARE 54 5 :
300SETBACK
p
! I I I STREAM CROSSING NO. 1 -r' ,. '; i B-1 C55 SEE APPENDIX D
118 _ T 100 SETBACK `
CONDITIONAL SETBACK f'r ,
` s
I, + , CONCENTRATE PLANT/CONVERSION
' „-.-... __ " • I G43 CONVEYOR ACCESS ROAD NO. 1 -: �' 'Ye' .•' *' � sT-z '• �%'\, r.r
-..-____. EXISTING CEMETERV SITE: -' a /p i -.._- - '1 i ✓ ,i " B . `. i / ,,. •. ,.
�.I - / l ✓ - _ / ,% , C-13
,-, ...'�., :� .::\ ---- ,� `% �, � � '� RANC rvoa,H a,c vevoa access
\ • r MAINTENANCE YARD •.
3 `.� :. \ \
.'CEMETERY SITE BUFFER ,; -�- � , _- :' �" ., \ -" \ , .r -_-.; ^ c <' EARES UPIED 1s o
50
--
„ 3 _PIT PO J _ PC � O
_ , ".. C 2 IN HAUL ROA ',@::DWE 'fr-s • - ' i
6 SB-2 \ --
_ -... d•dt ,--- EMULSION STORAGE AND .- ;-' 385 ' �x'*'"-"-�-''-- -+-' *- � 4+ ) r'
', ----- BULK TRUCK PARKING '� \ _ \
i
---__ AREA ACCESS AD s
I. OE?.1 ' L KIN AT I
r ' 0 as EI. o.o • �% ,: _ _., -y- ,,
o C °
100 SETBACK 3 - �-- . 'l :. - _ + v -14 4 - ♦ -- . lui I
d i
o � f
" !r
.. ' - _ _ _ _ - , i .. _ - /• , -, i _ \ T, . NORTH PIT HAUL ROAD J'. 48 100
\I.
_. �,',1qrAR FLOOD ZONE _-. __. ., / -/. .� • � __.._- l ,_ \\ " , o� � ♦' � >
WETLAND AREA B - O'i\ \ / ,s o-_- / ., .\ ,}• y, _ :/
. I WASTE ROCK PILE ,`-,. �-. - �• i WHITESIDES ROAD CROSSING . ^�, cs , r ?% >% , : 8.'- -- ' / °
, o _, r* ,. i' i ,\ / ♦ i� ��,
SEE APPENDIX B SUBJECT PROPER -..
TY LINE TVP '' '.�
r
.1-
I
8 I� \ - r
� 8 WETLAND AREAT � y \ ` - '
- x ,
100 YEAR FLOOD ZONE ' ' \, �• , 1.53 ACRES L1 -
O
l
\ x 5 ]
_• - t _ _,- , � .III e' ♦ � � � ��
j i .` , ,ram__ �- - _�• \ � __ _
\ /
- •'
>k
oo � WEST PIT
C5 I Q U D 3 .. .\ - \
- � ,. �., �, •/ � />„;" < - � /� ��" I - ,. SEE APPENDIX D � '� 1 ._
O - a ;� \ �1
° °
> ,i TOPSOIL
EMULSION STORAGE
i ,
ND BULK TRUCK PARKING „
_/ ., l __ , STORAGE PILE
d
l AREA SEE APPENDIX B .. .. j x, / � �. \ 1 - \ � �• i.: �. '' i L � � :; � ;\ I MAGAZINE LOCATION ao `� ` ,. / !/�
Pc2 r..: �` ":e - EE APPENDIX B
o 11 ., „ ,�+ GR ;..x�, -- f 101 LEGEND
CONCENTRATE PLANT/CONVERSION PLANT » 5 b" �'.>/' �. '' \
r
CONVEYOR ACCESS ROAD NO. 2 ��i / �` _12
,. - ^. %>'r I :: i 6 i J; , ® a / :i �I'. sourH r Ac- ST-11 \ \ ;\ 1 _.
L �„ �. ST,G \ -
es, �.
� -�- -�- �. r \ � � / \+ \ ST,f� - \\ 100 Y LAIN
_. 69
•- `R FLOOD P
t 114 ;I I �� *•-�- ! . ' 1 .� •.. I\ v- III , _- / __ _ � __� _
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' t
I
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._ t rill � i `" -� - ��- * '•
1/ _ _ � 0,\ ' \� i � I Il ,i � MAIN HAUL ROAD
..,I • l090�o x � � � ,. � "� DELINEATED WETLANDS
1111C48
y µ
1 '
r
DELINEATED WATERS
7..�- __- -- `t3 j ,\ ,. ' y• '. �� ''i a'' 'F'o- ST-
63 » , i' \ ! ; ` 7 ` �` WP-PIT �' \ S -,9
41. PON ® 83 PROPOSED CONTOURS
,
59
+
AN�
61 a -. % i � � ' <� '� � �° ,;,, x , �1�nll
+\�� oAo,H sT-,G ''I`' -EXISTING CONTOURS
-\
\ SOUTH PIT HAUL ROAD » U 'E
ADJACENT PROPERTY OWNERS
w
r ..
Q�4 »
I
. .-.-._. , . , F` ® SCREENING BERMS
STR +M CROSSING NO. •._.. *' ` "+,,`'r. 4 ��'*' + C103
rr,AP!D PiD PJArr1E A,CRESS ?,1:.F iD FID N:r.!E ADDRESS '; f - .\ I y. �•' ! � � I �; C1 1 m �f � I II I I
` / ,
. *.
AM. ,3 _ L LOCATIONS
P O 3F,2 Lk A U.11 C.R-D.0 Er IJ.LL.vI l-I z_R,'-k_.�C2821� GROUNDWATER WELL
A :,:3 D+4. K11,+ EACLF.: Pr. [; :x�::Nrr rsAr:apF:1R ° a x -' SO 1F6 ao _ _. - - - -- _ -.. .:i..'---�-� EXISTING STREAM CROSSING ,t O
Cr,.kLol,- 'v' ''\ ;' / � r 3,n81 � /,' 9 �% :c \ L ",S T:Jr.,=. I: •'bL"L '-kC _�(Lk .. 2e�3' _
' • L'f:Lv+.L CO• M1vliA�1 d L+Jr•LiL� L'l, IUlrf 2J�1 i;FY.:YCY1\ IY' 5
F, „ , r. D-..I_L�(S..nkL °r" WAS E RO�I� PI <, :.�- o.' / ' / - WELL
1..• 8.IF--,C EVES 8 PnTFiIGA i. $_A „,( Cl 1..ad5
, CF26'c'. INC 7T'31 Ck�Ii;KCk C.{.: kLU:IL yf',- "., // _.
T «
,. --- _ . .. _ . tE-r s r r,!r..fzcs �.rwkrd-I Rc
.�D V, I,.L ><Sr. r<RD .; ,�, ENTRA CE ' •°" ..-*"
`
15r972 DAFsrrr.aL.Arx ,_.��. K�r,$RICK•_YC1HErJ_LY - ROAD CLOSURE
3:.•Ee .C. e3..33 "%3UiISC rJ� 33JS3 - f •
Q
- .-. , • 57C rr 3.BAH CH.14c 7 °�, . 5G7A^: r: raY urn.E m 1 79 NEAREST' CUPIED DWELLING :_ _
6.. ,..... rla TH.��.1Ap ,. & A oRADI F. f i - '-.-
� 1�,s,r s�,a�r kEc,rtr_•r,..L1sr7IJkr6��s - .*"'* - / /-" % 318ft. O • ! -' *�» 83 � �
GRa sr. ~.c zaG3a ..ram �sE rJ..26c-r_ -LINE
,r oI ,
, - __. _ s3 nr r. IHAH•2-, dt.r.RD
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4 1..8 �..F C8. .0 ., LxEBSBrr16R-I','ti-25013 - • .� - '•y_ ,-/ / -�-/ I' L/ ., -
- - - CkCy..FF;.hC.e-d33 - --x-x-x- R D BERM
ti?�kk'Y�
' 6 FENCE
'� X X
5 157'91? CIAVDE Hk[}nkOLDT r.EiRs fi•S • .N kit RD Eo 1EDr cv RRri W. FI.iF'arR _ _ _ = - - _- ' ____/ - / �; ,y'».,
LOCIbING GATE - -"
CVK:71i�L rk:_'�'0 LLss-rr'F�'I-`" rt �n-"1'3 I '
4„' ,CDNTAIN.'I STREET
-X-X SILT FENCE LOCATION
G 14951 DAVID & ALA B CAS14L.5 PC BOxW' cc, ,CC':Cd KAREN CARRII -ER FAY _ Fc rST „�- II �'
GRa se NG7a333 GAS 10YIA � _ _� � ( SOUTH PIT
'PI.- :FS)..Se S..H.J.Y -i 7
, c,.. r r INC,,. - , r r it •. a
. -ia, �l.1nC' L1F<Y, 1CC. C L-I_-f � & A,2.. f SrIJ�I 1.� BRADY ... .. .... _ "......__ -- .`.., \/
1... .AR .� Mr, CHAl.SR IJC 7E:.'fi L'LSSzrrlLx i.l'f. 0.L. 2d,:1h \ -__-__ ... - ._ _-- � \ `•.,'- G I R
1 SEE APPENDIX D
° _�_--- o o CONVEYOR
ti
_.I - � 5 ,_ .. .. 23i HAY DR O I
»
7 �
KAReN -" SCFOr.Cr. & nfinER � b •u4 V, I,.L ><aSEn RD - - Y -
Y�
P" 1i�t,-.'6t', El MCA n FrVPPFR L t
.. r'9n? .n
6 15 ..,. �v.; } c- .._ ,, LLSSrrdCR C.I?Y i.Y'26J1C• _ � °o --_-_ �--''� -_ raj
r
�f.3,.4Yv.6.), UkL.. __. NL eer..3.. --� -, �- - - - ��_.- ,.,4 �.• ,»: ', - � ; ,. ` - ,_ ; �� , ORE CONVEYOR
• 1, SAN.DRA •, VRF. rsl :'IO 13Ar,H:QA YJ ' [CS LAPORATORY R:7
J 1L•Tf{.K' :E�SR=YnGX=NC�rY_ dG 18i,. ti: ... -. .. .. O o0 o y _�_- _- � _ + �/
t R•7..Gr.'rG?c:. 313 RI�siARD Lars GLrJrr,r. m ,,ac'�7 _ ;-,� ;.._, .'., �`�' ,• ! `.._ CONCENTRATE PLANT / CONVERSION
ti- ER _ 3 3 STOKQ _ _- P1T POND
s k_rea.l 1 wR o L -- ---- -_ _- i SP �`'
1l L.I L.- _ FCFRCfJ '� 1oG. ,,a LVIJ-✓r , rlUr f S1LT-L+ ° o
CROJSE, tiC?8^33 SrFiBY Vi. DT D _„ - / \ _
.. .,r,A:FRH^. '7R �Oa" V �, --- ,-`-._ � �<'♦ �\ PLANT CONVEYOR
I
r,c •- .., -..- n, . 7C. E3Ux b1a ?t ,bGrf,G .%h4FS F `.'.•:A R^ S faAYF v,ICGl+.S CCIF<S _ -R - , l L D �__ '4.- ',.- _ -•4 -
!'I C-.JI�•.+lf.]'..0 •,,:,�`CIr' IY•'8Gu BESS�rrlrn IY !+-:4C,� --- -/ O 6 \ � " -7% _
- Ar:FRH. TRD - ''= *' o BUILDING / STRUCTURE
.. 6,1 IICP12f3A11..11JRCi+,RD ,� D] % - ® 53 ._ .. 'JSD: - F :'.'vl,R^ 8 .^.IANE v�I" -I.4 C^I . (`� o o / r
9 ti.r 1C ..,4hfc5 ^,G S a r.5 _ _ _ _ --_ --_ �f ,`
i
"11..n,-_L _HF..rE .XJ3fN_ufl �. n.., BESScrrl e,Z rl FY. i.0 23:.1•° ��--"\\ -.' _ "' -•-,x_ �-._ / !� 4
CRCYiSE.x ,
o (< C 105
,-. "•::11 L>C Ck NL ,a , " VA,J�C LC^1 KIkDY .$ FCil2: 9 312 f ILR iiL i,l C:IJk"I.4i; u ''1 �� \ / /. \ -.
i3 1.`.r L 3rsULY C &.�r,RY S K:SLI2 ... 1frd.3° . _:.� „ _ " S3 U ___ _ _ \ \ '! ; y '., _
,G� . � .� .�.r..sL,�. LRL.,SL.rJ..2oCn, o � �_ .. � � __ . _ _ EXTENTS OF MINE PITS
cRG Nc_�3_ ., i ;'' \EP_PIT POND J \'. -_
I 9;
r,, n - -:-r 752f1[ P I-7.II.I1 Cl IURGrI ,"rl 74 7fr2...-d GE..R�E 6=NLETT n_Leh _. \ _'-____�.. SI ,,. \ / i a l y \'. \,� g I
1-0 . 7.., SSb FIC..Y1A^J CC r. IS B .Af•1 i_L J Ku�R .. y - \ �� / �. \
LIILkR VI_ L,rJ_ 2oE2, 0 ^ o� .---- _--------- �-�J � � .� � - ;. \ - AND EXCAVATION
• \ +- PROPOSED BERM / - � .o�/ - - I �- I
3r sr c Po eOx 3%� o � b
1 F.:. rr RKS i71 :�C+ -r •r .
s 2a, :k 3v[k oKr. ORO-,AY U o \
� � - ,--\ U� �- . ' EAST PIT -
15 151 Fla itli3-IAEL C:7kLsi�F,iL Ci]CYC ?i-i4L'Ktll� .. ___-- - •• :., -:. :.-: •, I. •. •. � '•- r / ;� - �.
r hIJ� ,r.1L'UJKLE r•1 2:�93^ o... / -� ,' ��, 4 �� j,� _, ; . ,,, , A,.. i -, ' z�' FOR DRAINAGE AREAS (SEE SHEET 8 OF 34)
,.kY'iJSC r,C "a'3a3
•1 r]AKI Fr N �O
16 7 a1" JOHh' 9S is =.Ff] ,ss3 s r rdr.IJ�is r]{ qL, 'S 2CGSa1 LFI,^.H RM1rJ USR+'Frv7ER PRU'1-r � CIE - O a I _ �- o ;,� �--- _ � �� E D _ � ---
TMA E rHUR,U21 Ao ,,I ',D \ ;\ .... .�� X .l
LFcYlJ�L- •1.. _i9is3 -
P - -.- n 1873 57 r.SAR.(5 �nuR.l- RCl _ f - -
1 ,
O __s - .` o ADJACENT PROPERTY LINE
1r 1i7•=2ti •,Rill:, AND 1HlJl-i EAI'1lSi CHV Y:S ... .. ,' 2..Dsr.o CnRLDSh & SJSnrJ D .RS1r.R,A .r-k JSE rJC 2o�ss \ _ ...�_, \ � ;� � �-% � /r ,,;/ i
' LI.'C-L^.Li•11GYr. fJ��3d:LL, .. �\ \ I '-' I ' �.., _�, �r' ' i .'ti I - �Cl
S E APPENDI
n l
„
3i '4 .:fJ�SiLi'J I(,Y'J H'AY 1221 .sAi•iT L1n RKa �.nURCH
1L' 7.:ir3 �! J0i-IhI Jf S8 x'ONYA'E'JS=V'dklGHi -c,-, J r \ _ _ �� I �O G „ail ! _ O
CI ICRR,"J I_L 'vG 3p,3'1 78 .C2oo4 rlAA�Y CSCKA R ,A� - -
r.. " VAI'J� ALLEN KIRBY 8 DEBRA S 332 HEPh'_BAH CHURL? fii CRO JSE NO 76C35 0 - -
a
1 ADJACENT PROPERTY OWNER
5
71 3,4-IrSA SGI k:•,kD i G00 DIRECTION OF SURFACE FLOW
KEMHS turd L'F2U.,SE. NL .,3'_-3.: I5 � 2Cc244 lirD F c C'JA S'I, LLiA.Yti „-. O `:,.\ \ ---" / ,--�� (,
PC
QUx,u:n6 :4C7UHL rJ:, �3J35 O. \ --? //V/
1�35 RU1H ANL) I -Rhin BAH I IST L-HURC:
-, .,,� 1a14 S r7Ait'�(S �I IUk" i kD i ,..- o \ -.,._ �' + / -`•4 -
LI?SO�LJIC6'. rJ-' ;ACiS tlG 2CSJ" 1�.0 P 6 LVl. S'I:LVAA': RUUaE N-.,"`I"3 \ \ \ _.__ _ <<,, i � ,
r
1 �T ,
/ � o � .,._ _, FLUME
21 1.`_ri'tl'e TFiI G'C7.:N:'Y FAkrrl SUr FL'f :fJC PHCI r. -� - s. _.,,•, 92. A:¢HrsC -if 8Cf '
.. CHy r�_CSTGv SC 2541' bi 2CG5_n L1i:A r kl„nY 8 .'nY1c., o.Fxl..'i I. LLrdac • � \. ✓ �°'.,/ �� ___________
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cimJs�.rJc2a� a. zt;et, srn,rrlr.Rh.r,Al:vEsul. _., _ . " J / I ' ' � \ � - \ %v__-- MINE PIT NSTRUCTION SEQUENCE%� ' 0 Ci � 2 CULVERT LABEL
�.tiA.RLo ,� N� 202�6-
F'OBGx,.-53E �-
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ra >w z a, 1. PD D�r<os E. A FRL. E r.u..r .1 O " o /' o o _
x RLuaE rJ _69- - ° o SB 4 SEDIMENT BASIN LABEL
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eLLSNA. cH �s_2 Bu 2,eS,o '�hB=RT t'.r..a r, �\ \ I „- - ' � _ -- - - 112 , `moo � ---
'Ji97a;,KERSSPR'N3L o; „ 'yi / -� - _ _ ,., /:_.. `� ,'...',, c ST-11 SEDIMENT TRAP LABEL
CkYxJSE NC --eLY'.33 sG 21 _ni 1.1 ,r1Yn ,(i.•I'rdnf•1 , v_ i- ' \, \��� ". o ', L .n o 00 . /
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21_'C,f .. �� \ ° .o FLOW DIRECTION ARROW
.. r. 1. rV"I I�RFa r„,I1C` LLr. �� \ \ _ rill Y.S3iiL r1C .. , I `, i'�_- / ! I _• - J - � ( / -� -
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.1_ 1.... 1..(. ..+. f, _l.-.I _ r..-rd =. NC;
1•'J.1,1,PJGrorJ,L) box r, : 7d4r 9. 21„1„ S.al,l l-IF RF. ;AINF-`� El G \, __ _ -- EROSION AND SEDIMENT
L ARL�-r_ N 2&22e•
- - n ,. �5N0.15, R .,3 15.110 zAPJ,.II.F,.A,S.rJi,..F>;'llPlr.v. Lkekk,'.Ii.L- r.C_Se'1 43 71:n"17 5.^,u"nrRr.;PI'vFSLi.0 � ,, ° � \-� �-\_..--- � ,. :. b CONTROL STRUCTURE
_HARE T_ NC .7E^2H - o _--'
�o Brix n4, NOTES:
4 5'ns, Jr,L.I.H la Nu-�I=L:.�, r aa151 r.'r �9 H R., ac / ��//�� /
CHEHk,'JI L- ',L J121 °d 214'. y3 ST rlA.RKS _'V.AN.3E.1.-AL _�Tn CH i
1 ° ^I+• kkY / �_L 'a �=.^1: 1. Sequence of pit clearing to Include stripping of East Pit, South Pit, West
ss 5771 :: AnL r., Ak,: Hu�H _ _ _. B.0 nLPlu-SE. 0C3 Hft Pit. Sediment/Erosion control for rt clearing stages to Involve lacement of su er silt �� GASTON COUNTY PARCEL LINES
- 21o1r5 SIA'_Y Lcr•rJ',c RcEvEs P g g p p PROPERTY CORNER COORDINATES � ' \ - - ASTINGs D. -�-.� JJ
LRLr-:r, tiC 7C.^-1� � 'k_1„cL IJC'2"oLl3 '�
:s ,54,77 I. NIF 6 bFANI A4,"J ; Rz reL' TF3 '+35 r 4tr S • ', rr _ fence (steel piles) in downslope areas of pits. -�
z,rJxku INC _3-.5 , , z rEPrJ' H CHURCH ROAD Rrf ID mrHll'p Fs- r,F R F in mri»„e av r• RP= ID vrl, ni R-asrtr'R \ '' \ I CLO ED
MINE PERMIT LINE
sG K. LhhkCY +a d LsA K kCr „ „ . 2. Disturbed ground during budge construction, through the use of Best Management , } Q
_ �..Fr..rx- srr.F
OUSL. rJ _3 z3 a
-. . •- - • ,•- -'-' L 2 Practices BMP e. .sediment fences, erosion control structures, diversion ditches, silt P.�1 5037aL7.3o3n: F3iC�1,fk,79;PC4rl FD79v2 57fia1 130913C1 g.Dda;PC.79 r,07723 3756 1313f,•19 C1155 -_ _ ._. „_ ., ,. _
,.tc,2.1 L.:NL:F.yE,t..rAA'v,N.iR$I�nFl TR ,- .._ .. c )(g ...--Tr--- _ --- ' BUFFER
w L.X.kL. rJ.. eB-_o ° , -_ -. :.,, , , r . , �.., ; ; \ ', - Lo LNG GATE / 25 FT MINE PERMIT B
,I n,C.kia'ti� k, fence and reve etahon measures runoff will be interce led before It is able [o reach PL2 5C14G6G?a3] _3_L39� �074PC43 ,D7sF,99U531 13030,4.9U10,PC87 i SLCWl._3(YJ 1313HFr3 �2_.L � ° (// - ,
c .= -•- r .. - 9 ), p �,
C:r,AkiE = E.:v',Ati Ci L• FSI=1E FF. ss-MFF" rITY. .x: 7h..1„ PT Ff137� C,�
i`:5i 2C the creek. Sediment yield from disturbed areas well be managed b sediment Control -3 ... 77. 6...3�6,8 225�iPCa2 :A61d347;n 13097841384;PCfik {---_FD7y,? 9146 131a5d2 8385 ! �. ' \, \. _ -- 100 FT LOT BUFFER
E.I�,� w ,ou 3.c AL�RH.. DI R�� i
• r• R 1',F CAT:,Y H H : ,4-RtemporaryPC4 5U447f7.9674i 13❑967ft.; 133!PC43
..UL� rd.vrcKS ..H..rsLi, n� •C 20'•� - R,E _ N1. ",. structures and and permanent vegetation. Drama Drainage structures alOn !. F05d374gd3 13D9R5;.7;9ftiPCft7 I 507974 g7fiR 1315fi773H93 / \, _ I.. � �' O O
RIG,-LARD.A>v+Fs,c.RF�r _ r�Ess r.,ERCI-Y �o-,c P9 9 < - --- ------
..kUJSE.rJ,.eE9.:83 .. O , •-r ---contemporaneousPCi 505055.461D 13062E-29029 pC44 6ll577L•3959 13U99383238 PL83 505747393D 1315295.6733 '-\ 200 FT STRUCTURES BUFFER
._kz_ . LCL�J,�_k n� with the and reve elation of disturbed areas are ex ected _................�..._...._.....-...........................,...i..............�. ._.�-...._ .._....... ......_......_.__ .._._�. �:
„ _ .IR _ r 5G 217sCJ Ryvh1F. J E SUSAN F: SUMM.FY •" 9 p �- •--'� !-' Im-- °o _Z/
--
. _ Cn S.- rJ r.1. K.s CSIIE? :'H F?.i - - - - - - -,. - P.d9.7 7 Pr45 9dR 774l 14n n7ffi P .ftd 5;77 S i i 9 35 i y•' - - ' ^-
n,: ,.55,a! r-AMr.:f,., ��r. NEss=rJra �I1 n_ 2e-,c. to prevent the contributions of suspended solids. All disturbed areas will be seeded as ry ....... 50.72. 86 ! 3.❑83 . .83, F�35. . n . , 3,0.. . . , C. � D. 371 t.75. f. i. \ \ \( r� �c\_�
CR(f.SE.`. NC, 2&733 •,cr; Fr- CS -r' v P P -1 r lq 0- R 7n f r r y S" , 5 3' i ] ° -. /: \ o /� // r �- - -- - - - - - - ,I' - ---
„ ,., .. _k�., P. r,t+_k. J PL. °[.3 3 ]. C. 3U .781.P -1,P _4E .A .,1....?s.8 1315)C 97.18 2,PC8, SU575li.25u9 ]31537[ 7-551 -. '' �/ - - -� ` __-- .' , �-.
"CO cw kaNraC J wpN E sur.!rs_r _ , ,_ quickly as possible. Once the bridge construction is completed, disturbed areas will be 300 FT RESIDENTIAL BUFFER
q Y p 9 P - - �-
,_.F 15�, SAINT r.1 r,RKS rrlUfz�N RD L-LSS rr,LR _IY ',� 2eC10 PCR 605651.548R: 130448353d7!PCa7 F,Ad56] 6678 ].310A87 6329;PCff° vLGL•98.06.6 k316332 4757 �� / ��� \_ \•� � _- _
n1 15u 14.3 {I!d i1 H-M.Ev , _ 1 =„ •H ,A , :,I, ;- reclaimed to further minimize runoff. - --- .. 1---� I---- � �-� -- -- t ---- �. -
LRC+..S.,.,?rC?3•.0 vi. ll_ ItLI,'., IUk. .iv SU58.3155uf!. 33UR la, 3U.3L•k C4R !R9F H7d51 131tY.,94..29:PC87 5Q,.39H7i95 1:3, .,,R ,.3i''. \ -
3G1 21:421d RUU'f SfkC'llr rr,c[yCk:iCk PC9 , \ _ ____. r
," 40 FT PLANTING BUFFER
6Fss-h+Ea rl'Y F� 26o1G 3. Erosion and sediment control during fence installation will include BMPs as discussed in I - 7 I
.. c. . - .. PC:10 5L157aa 3S11i 33U7874.5U71iPC49 6rFPt9G 7527 131sR58 s?531PCS8 5D5979.5954 1315187 9221 r J
, uc _ _ ^. , !C❑ 5'I rfr=.HKS LA..kLi, kL _ ''C f!Jr?r... UE-LL.hL+C R f�., -_.. _...... ......-._.. � /-''� \ � • /
d� 1,,.,a„ IGn,' Sr TT a r,,,1RD, ..+ ^�"k7� s , . „ 30.? 2,ozr r.r.,^rnv . r: VIJK. [ac:� - _ - Note 2 above. No trees will be cut where security fencing Is installed within stream „ '- r _ , l�
6E5..ErJ.Ek ..I + NU'e...G 6ESS-r LE. ITY. hf. :S,21, P..11 505933.3 k5s, I3❑7117.C7T76:PC50 5kC1:3n 5n591 1315,655585:PC.F9 I 507r>FS4. 9i80 ,3155338959 -. � l03 �' � � �' 30 FT. DELINEATED STREAM BUFFER
GF DM1%2 nILL ',R buffer zones. nDu,:.17.155L- 1315952.5393
43 ,'F1s? KAY C R TH053AS I. Fri;GFR - " " - - .r. 'rG FORFS" (3E"ELiFd,FR RD PC12 G0582G.21831 1307559.41t*PC51 60797170.5E 1317418.7399 PC90 - i-,!.� ` \\\///\\\ H AH CiHURCH
?sk:'.I�LL NC']c-CJ33 1r•3 21 n210 fnR17TOf-H-R.r I. \ o I -.p -
BESS-616n CITI' nr' 2501E 4. As soon as practicable after construction of sediment basins, haul roads, sediment `� \ / '
PC13 5059998792!330o9A433C+]iPC52 6D7848a537 1317313,613PC91. :0.7062673 1376s.z.a$36- E PRIVATEA EM 4rb -
n: iJEP .B'n :H k _ m; :.L.. KisF ::I ', tra s, and/or an side slopes es controlled b super er silt fence, the side slope,, es will be : f / CL S o o
Ali 1S51 53 Cw.'rfJv r, n-EVER.Y rvYALL EN la 22CM 19-r:v.IN R S-F v.AR• „"„ P Y P Y P P PC14 50E5996297, 130,5E26541FC53 5[1*575743 1317d3.5878! PC92 5Ri4'3.853E IM7337.4337
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21, DEL'n l�dr L)k �,- immediately stabilized, seeded and mulched with matting being Installed on slopes PC 15 '30783:..d9911 33IXi4D1.15703PC5d [iDE7u674d'3 I31 E839.4D481PC93 005386.8532 131763E.2E7R ; %, ° �/ o S UTHERN ENTF�ANCE
d5 15&164 S1r: >rd'fi'r10'IV,i:rdES CFIrHkr...L- 117.1 1CS 22Gk320 C.ARAIACDAIRYINC r„ _- ,_ �_ steeperthan3:1. ! �--------------- ._. ---------� t � - - ' AERIAL TOPOGRAPHY = 2 FT. CONTOURS
..rcU•Jb E, h_. 2eJ.13 PCl6 6D7r>d9 SD47 1305373856C1 PC65 5D6599 5757 k316983 b8yk PC9d ) 50G9-x7 31n$ 1378f�ri4
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ca - _ 1'31 NEP Fi7'$AH CHUR�2 �-? !ni nOCkI i:1Li RD 5. The Carolina Lithium Protect Is composed of the following: Concentrate Operations PC 17 5UE537.d8431305147.7999.PCSS 505313.R7591 f31 E73r 3927 PC96 i n'07713.37.39 1317535.1499 ° �L'if l� ° � /� ,
4" 1.".1 W ..AR . E d DEI. A B Sri,-. _AI L'kYxJSr. INC .�'3i3 ILY3 2.3'•: SL.::AN M S3 LI tANA'J r f,. ^ \,\ \ (' - _ Q O U
�,10 - N� 76�2 includes Piedmont Lithium Carolinas Mine#1, Concentrate Plant, and Industrial Prix so63 42[Gx 13osW 71zi;PCs7 5053u311&s E315130.5558•PC GD7h1.9 DG 131&G27.iG87 - CKING GA O o = AERIAL MAPPING DATED JANUARY 2021
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_ I n.LI.P 4 ..3Crl. n �, -,Hd..kY r.F k •F>' . F?1 Crl S:nQ71, ,.CY3r kL. 'S2 HL 4+IZIL'n„ ,.r,Vki H.'�.Hydroxide.'...... ...... . 7 ...... _ . '.......... ., • \
47 �7 1' + :a°' n- ten. • : r.rJ s rc = Minerals Plant. The Lithium Conversion Plant includes the Lthium
•a'J rtYjrlF8FaG•FFa bFSSereFR CI'r NC 7a"'•f '' 2_ .19 .. M1 i E .[PL39 5D8717 i372 �305573 5353 PC�8 605547.033E I314o95 5144 P{97 oL>o028.5093 137C335 _738 0 J ,';' '-
R;•SF "' �k"'' o • ®P o AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, INC.
c ceFrrr.L P_ Hydroxide Conversion Plant. PCzo 092 d 5350 1306G32 1I81`P C59 DE139 19 I31Ld2 7W0 PC 4 oC E1R.I34E 132WSE 47 5
d? 155'2U3 ;ernLTTe. q rsru�Fv Ire es7nTE " $p1 HEPr?Ir+n., F,uRr,rac .. - ... _ _ .. . .._ ..-_ _ _ - ... �� NEAREST OCCUPIED
1� 2"eel-,iA ..ArJ ;W KiSFR nVFFS"FII.FR - ,
.-Fri^_. .SE rJ..7RC5': Pi,74 FiG3875737 :3C73F13'fA�PC60 f,051857737� 13iMi373R3 PC99 00;44339k3 k37631i 99Cd � WELLING
;�63 AOFnn0i 71 RD •D9 A4'HONY GROVF R:: SiC7349.3729, 13074RA 7857:PC69 r[M99F 175E [314561.fH']71PCirH] 50�735.7247 1373iki7 S7[]9 � e - •
4: ,5:7:i, - rota, DJ A5xF5 rAAlll'dFY I`.(x. 'i r C_1 'xP ,"` 775.2e AN H.'.N'Y GRc:IF e• - D ACREAGE PC77 _ T ❑°_ s7s ft. 1 r
L r.' iST CH:)fdrl CATEGORY AFFECTE pC23 51G2318772 33074A5159;PCo2 160541D21391 13147Su7432LPC101 I 5P46921602 13213837153 ,f `11
EID
c , _ , iE2• S_Nl MARKS CHiRLH RD PC74 SlO173.3713ii I3❑7"i0.7.F573.PC63 F05797.27dfi1 1319113.dn34.PC107 n[k1427.i617 13737.7.ft755 , / I hereby certify that this document was % �.
.Y. 1r.'•".f..:" rJ'f.R I.s7�7 :iri [ G 47$ •Ird S I'G' 3Ox nF ' rc
Ck 2CI AD I Ir .O 7ft;)1 „_ .�csn_ K,�a ..,->=n_Lr Tailings/Sediment Ponds 20 ACRES , ` - o �'
r-
�-KJ USL NC 73,733 � � -
q-,..A:]Frir,O :11 ?U PC25 i,D5G51.S3.Y3 13WGL� E788 PCLd GD335682i,3 L31�fY I224fS PC 103 oQiGESr 7328 13213734.4571 /
51 1„ ,,�j CYAN JVFr:ArJKd Cfr1.C�EC rdLL.OFd LI:iX:LP1irVi rdC7h%.0 LG - p....... ... Lx .7... _p...... _ Tp...--- ---'---7 \!' , (� o o prepared by me or under my direct personal �,+ �► *.1 • _.,.•
o \
C. _kI A'GE LN_ Waste Iles Waste Rock Pile 119 ACRES L26 509592A520 _30 753Ak39, C65 6P:287.528$ 13148fA.7389 C104 v'0.2Ck 947E k32C742.396 6J\ * [+[ti /
1'7� Hf.5T1NC5 Rp
11! 3CGSiF' SU."1f4 L, v�Slc`i&Fr.1= i+'i,l<SrdA;yl ".IC L"3Y, Ni• 2d 1`L p, ( ) PC77 S0%. FA!.47351 f:3(I757U.9P73 PC[5 Y,3F7 .46:,E]'_ 1314F.Q7.79fi7;PC105 5U2737.8298 13209:9.3407 \// ❑ ' % +� a7V� • E
57 15Gsu,, E;REF.(1,5•7lrR _ - r o ` - supervision and is correct to the best of my
DEssereER,;IT': °Jc zees P o 5ox4tr: Processing Area/Haul Roads 137 ACRES -- -
.., c 1. 312 3@2?3: R L'.'.fKC UL'LL .. ""„_� PC28 509053.54851 �30780.M1.2454sPC67 661121]463 I3140.1_S.C692iPC106,,, „v'D1789;0342 ••1320782.5947 \ -
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1 L3Ez1 ,.+�_.,sr, AF.rJ r::r•,es _ _ Mine Excavation Pits 403 ACRES �� knowledge and belief and that I am a duly `p�•. AERIAL VIEW
r (Pits) PC79 SOii45R.57ii31 3307fid7.7976PCBR I Sf373?9 rxwF 1317053.77RSiPCl07 nOl7R3 Rfi0R 1370H74.47d7 \ �'�`` / -
G+5^•7iJt^, I'J" 7y'£j7 D rl.:nY, li•1 i.E:^ilj 3 TRr.^:E KE:!JNr Cr 1$3? �f r.!AR•f$ i1HIJf\ r f71i _ SEAL
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11.'. 3G3SL9 PC30 50845E.44371 2308618.4559;PC69 60233G19i3 131155L3445;PC108 6L028i3961 1320359.9351 p of 1Lr
ry uc^ Z" e _ .. .; .ar•. 15!,7PI E'*IURCTCIR 'CLL'•nVAIN ::RC:JSF.. Fi':2F.33 L.) under the -
s 23ZCT„y.n7C CS _.... o ❑ licensed Professional Engineer and
H'i:HPCiidl NC7!?CQ TSOiN'rEST.'ORS:-�� nJLfJriC�U'�' ADCIIIar Maintenance Yard and Magazine) 19ACRES - -- �� '" g _
11a 3ia i?7 •_� N 33Cc R^.UPJC'iiiLL BOAC' y ( g ) P.^.7l SOR377.9ft55i 33❑.R617.F4R9;PC7R i Ff37577977 F. 171745J.70.R:PC109 5[X17064369 137C7fifi'S33 �
"2- ,� 9 15114R'A'''XIArJ:BCR OUELL:T7E SLAIcRVI-L rJ.!a97ti3 PC.37 SU&1:36.?4']'7 53U34P7.SOC:fi PC7Y E03748.5391� I31C1i47.5778iPCilU SS4813.[215 1319E132.5632 � P � laws of the St t of No h�arolina. L14$$2i]is Z
VERYA J M...._ .rvl6cR:>�sr...cJ$Yi3 ,a2,S.rIN,i1.:kKSLr3UrZFI Temporary Stockpiles (Topsoil Storage Plle) 21 ACRES 1"\ �/ � )/r}` � ' LCl� O VOO 1200 1800
iOARhV:rJ C, F. CYrd?: iy1 re I4y: 1Iy,A"J1:k0 R5",rvf•;'!_nrdC CS7 110 3Caeo ria iJ=Y CBCKA, k`^.ADt _�
PC34 50 x7A5.SU54; I309571.7454, P C73 fiO3fi SO17771 131CA1 S.Fn74;PCik2 n[X]F4!]n137 I31 Rf77G FFMCL•_ +.JJ/,,,---
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e L35 508354.508Gi 13096�.a770iPC74 6Ut304.4117 131C650..2958!PCL13 6ff5133.5ff35 1315311.i53G /
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❑.,S. MARKSCH;FOHRD xr,A aLCJ. •acRD Total Disturbed Acreage 719 ACRES - - ° i Q o Date: 9 ,
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SHEET NUMBER
1 OF 2

Appendix B
Annual Report to Secretary of
State

Jet_ BUSINESS CORPORATION ANNUAL REPORT
10_2017
NAME OF BUSINESS CORPORATION: Piedmont Lithium Carolinas, Inc.
SECRETARY OF STATE ID NUMBER: 1531128 STATE OF FORMATION: NC
REPORT FOR THE FISCAL YEAR END: 6/30/2021
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: CaDitol C orDOrate Services. Inc.
2. SIGNATURE OF THE NEW REGISTERED AGENT:
Filing Ut ice Use Unly
E - Filed Annual Report
1531128
CA202129501128
10/22/2021 02:45
❑X Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED AGENT OFFICE STREET ADDRESS & COUNTY 4. REGISTERED AGENT OFFICE MAILING ADDRESS
120 Penmarc Drive 120 Penmarc Drive, Suite 118
Raleigh, NC 27603 Wake County
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Mining
Raleigh, NC 27603
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS 5. PRINCIPAL OFFICE MAILING ADDRESS
32 N Main Street, Suite 100
Belmont, NC 28012
32 N Main Street, Suite 100
Belmont, NC 28012
6. Select one of the following if applicable. (Optional see instructions)
❑ The company is a veteran -owned small business
❑ The company is a service -disabled veteran -owned small business
SECTION C: OFFICERS (Enter additional officers in Section E.)
NAME: Keith Phillips
TITLE: Pracirfanf
ADDRESS:
32 N Main Street, Suite 100
Belmont, NC 28012
NAME: Bruce Czachor
TITLE: Secretary
ADDRESS:
32 N Main Street Suite 100
Belmont, NC 28012
NAME:
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business
entit .
Kyeith Phillips 10/22/2021
SIGNATURE DATE
Form must be signed by an officer listed under Section C of this form.
Keith Phillips President
Print or Type Name of Officer Print or Type Title of Officer
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Business Registration Division, Post Office Box 29525, Raleigh, NC 27626-0525

Appendix C
Concentrate Operations
Drawings

..... ...
. w ---
WATER INTAKE
(fnal alignment to be
determined)
can
lot
f
v
MAIN
JL RC
1
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SOLAR, FAR
o
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ANT AREA
PLANT
ENTRANCE-
��'
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DA-56
-55
0
Drainage Component Summary - Waste Rock Pile Phase 1 Drainage Component Summary - Haul Road Sediment Traps
Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume Sediment Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume
Basin AreaArea
Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF) Trap No. Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF)
SB-1 2, 4, 4a, 4b 17.82 25-YR 80.58 35,053 32,076 35,187 187,744 Worst Case* 73 1.82 25-YR 36.31 3,428 3,276 3,964 7,693
SB-2 1, 3, 3a, 5, 6 23.00 25-YR 95.35 41,473 41,400 43,988 175,534 ST-1 51, 51a, 52, 53 9.09 25-YR 36.31 15,795 13,482 15,863 43,661
SB-3 6a, 7, 8, 9, 13 18.28 25-YR 79.19 34,448 32,904 35,055 119,319 ST-2 49 2.46 25-YR 10.66 4,637 4,428 4,819 10,035
SB-4 10, 11, 12, 14,15 29.97 25-YR 129.84 56,480 53,946 56,915 202,554 ST-4 64,65 4.31 25-YR 14.10 6,134 7,758 6,134 13,743
SB-5 16,17 3.92 25-YR 16.98 7,387 7,056 15,408 58,623 ST-5 55,63 4.22 25-YR 18.28 7,952 6,948 7,975 19,197
SB-6 18,19 6.82 25-YR 29.55 12,854 12,276 18,916 76,914 ST-6 67 3.23 25-YR 13.99 6,086 5,814 6,130 13,763
SB-7 20,21 15.75 25-YR 68.23 29,680 28,350 30,402 129,713 ST-10 71,72 3.22 25-YR 13.95 6,068 5,796 6,179 13,909
SB-8 22,23 11.40 25-YR 49.39 21,485 20,520 24,265 118,352 ST-13 60,61 3.83 25-YR 33.73 14,673 6,984 14,893 40,578
SB-9 24,25 11.27 25-YR 48.82 21,237 20,286 22,431 74,457 *Worst Case Sediment Trap based on largest disturbed area (DA-73 for ST-11) and largest flow for spillway (36.31 CFS for ST-1).
SB-10 26, 26a, 27 14.85 25-YR 62.82 27,327 26,730 27,460 102,017 'Worst Case Sediment Trap Design utilized for ST-3, ST-7, ST-8, ST-9, ST-11, ST-12, ST-14, ST-15, ST-16, ST-17, ST-18, and ST-19.
Drainage Component Summary - Waste Rock Pile Phase 2 Emulsion Storage and Bulk Truck Parking Area - Concentrate Plant/Conversion Plant Conveyor Access Road No. 2 Sediment Traps �-
Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume Sediment Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume
Basin AreaArea
Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF) Trap No. Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF)
SB-1 2,4 14.43 25-YR 62.51 27,192 25,974 35,187 187,744 ST-20 90,91 1.81 25-YR 15.77 6,860 3,258 6,866 26,495
SB-2 1, 3, 3a, 5, 6 31.87 25-YR 96.54 41,995 57,366 43,988 175,534 ST-21 84,85 2.59 25-YR 18.87 8,208 4,662 8,389 30,797
SB-3 6a, 7, 8, 13, 13a 15.22 25-YR 65.94 28,684 27,396 35,055 119,319
SB-4 10, 11, 12, 14,15 22.51 25-YR 97.52 42,421 40,518 56,915 202,554
SB-5 16,17 7.43 25-YR 32.19 14,003 13,374 15,408 58,623 Drainage Component Summary - Topsoil Stockpile Area �
Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume
SB-6 18,19 9.02 25-YR 39.08 16,999 16,236 18,916 76,914 Basin Area
Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF)
SB-7 20,21 15.60 25-YR 67.58 29,397 28,080 30,402 129,713
SB-11 28, 29, 30, 31, 38 7.50 25-YR 32.49 14,133 13,500 14,178 52,881
SB-8 22,23 11.40 25-YR 49.39 21,485 20,520 24,265 118,352
SB-12 32, 33, 34, 35, 36, 39 14.02 25-YR 57.96 25,213 25,236 33,943 116,762
SB-9 24,25 11.27 25-YR 48.82 21,237 20,286 22,431 74,457
Drainage Component Summary -Plant Area
SB-10 26,27 14.06 25-YR 60.91 26,496 25,308 29,600 102,017 Disturbed
Drainage Area Design Q25 Required Suface Required Provided Surface Provided Volume
Notes: Drainage Areas for the Waste Rock Pile reflect Phase 2 final drainage areas, with the exceptions of Phase 1 Drainage Area 9 which Basin Acres Area No. Storm Area (SF) Volume (CF) Area (SF) (CF)
is enveloped into Drainage Area 13a in Phase 2. See Waste Rock Pile Phase 1 (Sheet 2 of 33) and Waste Rock Pile Phase 2 (Sheet 3 of 33). (Acres)
Drainage Component Summary - Emulsion Storage and Bulk Truck Parking Area SB-13 40, 43, 44 10.30 25-YR 57.98 25,221 18,540 25,697 143,857
Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume SB-14 45,46 8.41 25-YR 27.56 11,989 15,138 12,505 175,534
Basin Area
Area No. (Acres) Storm Area (SF) Volume (CF) Area (SF) (CF) SB-15 48 6.38 25-YR 17.24 7,500 11,484 8,617 33,916
SB-17 86 10.02 25-YR 30.22 13,146 18,036 13,883 35,129 SB-16 41, 42, 42a 13.34 25-YR 58.38 25,395 24,012 25,523 120,226
2
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+
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I hereby certify that this document was ����� GIloiloA�O����
prepared by me or under my direct personal
supervision and is correct to the best of my Q OFEsS/p '•,.�
knowledge and belief and that I am a duly
licensed Professional Engineer under the SEAL
laws of the State of North Carolina. 048820
•''•.FAG ' �=
(signature) ��� '•,,, INE��''•,,,<•�Q`.
01(Date; August 25, 2021 �i-flily/ B..�lN�,,���
DRAINAGE AREA SUMMARY
DRAINAGE
AREA
NUMBER
TOTAL
DRAINAGEAREA
ACRES
DISTURBED
DRAINAGEAREA
ACRES
CONTROLLING STRUCTURE
1
2.96
2.96
Waste Rock Pile- Sediment Basin SB-2
2
2.15
2.15
Waste Rock Pile- Sediment Basin SB-1
3
1.80
1.80
Waste Rock Pile -Sediment Basin SB-2
3al
0.76
0.76
Waste Rock Pile -Sediment Basin SB-2
4
12.28
12.28
Waste Rock Pile -Sediment Basin SB-1
4a
2.00
2.00
Culvert C-17 and Waste Rock Pile -Sediment Basin SB-1
4b
2.00
2.00
Culvert C-17 and Waste Rock Pile- Sediment Basin SB-1
5
26.00
26.00
Waste Rock Pile Sediment Basin SB-2
6
0.35
0.35
Waste Rock Pile Sediment Basin SB-2
6a
3.78
3.78
Waste Rock Pile Sediment Basin SB-3
7
0.73
0.73
Waste Rock Pile -Sediment Basin SB-3
8
2.33
2.33
Waste Rock Pile- Sediment Basin SB-3
9
1.42
1.42
Waste Rock Pile -Sediment Basin SB 3
10
0.74
0.74
Waste RockPile-SedimentBasinSB4
11
3.74
3.74
Waste Rock Pile -SedimentBasinSB-4
12
2.41
2.41
Waste Rock Pile -Sediment Basin SB-4
13
6.39
6.39
Waste Rock Pile -Sediment Basin SB-3
13a
1.99
1.99
Waste Rock Pile -Sediment Basin SB-3
14
7.24
7.24
Waste Rock Pile -Sediment Basin SB-4
15
8.38
8.38
1 Waste Rock Pile -Sediment Basin SB-4
16
6.63
6.63
Waste Rock Pile -Sediment Basin SB-5
1/1
0.80
0.80
Waste Rock Pile- Sediment BasinSB-5
18
1.09
1.09
Waste Rock Pile - Sediment Basin SB-6
19
7.93
7.93
Waste Rock Pile- Sediment BasinSB-6
20
14.51
14.51
Waste Rock Pile Sediment Basin SB-7
21
1.09
1.09
Waste Rock Pile -Sediment Basin SB-7
22
8.61
8.61
1 Waste Rock Pile -Sediment Basin SB-8
A31
2.79
2.79
Waste Rock Pile- Sediment BasinSB-8
24
7.25
7.25
Waste Rock Pile- Sediment BasinSB-9
25
4.02
4.02
Waste Rock Pile- Sediment BasinSB-9
26
12.36
12.36
Waste Rock Pile Sediment Basin SB-10
26a
0.44
0.44
Waste Rock Pile - Sediment Basin SB-10
27
1.70
1.70
Waste Rock Pile - Sediment Basin SB-10
28
3.04
3.04
Topsoil Storage Pile- Sediment BasinSB-11
29
1.87
1.87
Topsoil Storage Pile- Sediment BasinSB-11
30
1.04
1.04
Topsoil Storage Pile - Sediment Basin SB-11
31
0.81
0.81
Topsoil Storage Pile - Sediment Basin SB-11
32
5.17
5.17
Topsoil Storage Pile - Sediment Basin SB-12
33
3.53
3.53
Topsoil StoraePile-SedimentBasinS6-12
34
1.17
1.17
Topsoil Storage Pile - Sediment Basin SB-12
351
0.22
0.22
Topsoil Storage Pile- Sediment BasinSB-12
36
2.16
2.16
Topsoil Storage Pile Sediment Basin SB-12
37
1.01
1.01
Haul Road - Sediment Trap ST-16
38
0.74
0.74
Topsoil Storage Pile- Sediment BasinSB-11
39
1.77
1.77
Topsoil StoraePile-SedimentBasinS6-12
40
8.33
0.76
PlantArea - Sediment BasinSB-13
41
8.65
2.90
PlantArea - Sediment BasinSB-16
42
9.01
7.89
PlantArea - Sediment BasinSB-16
42a
2.55
2.55
PlantArea - Sediment BasinS816
43
4.98
2.59
PlantArea - Sediment BasinS813
44
8.31
6.95
PlantArea - Sediment BasinSB-13
45
-
7.04
PlantArea - Sediment BasinSB-14
461
1.37
1.37
Plant Area - Sediment Basin SB-14
47
2.02
1.09
Plant Area - Sump C-4toCulvert C4
48
6.38
6.38
PlantArea-Sediment BasinSB-15
49
2.46
2.46
HaulRoad-SedimentTra ST-2
s0
0.64
0.64
Diverted via ditch to unnamed tributaryof Beaverdam Creek
51
3.73
3.06
Haul Road -Culvert C-2to Sediment TrapST-1
Sla
1.85
1.37
Sediment TrapST-1
52
1.57
1.57
Haul Road -Culvert C-2to Sediment Trap ST-2
53
1.49
1.49
Haul Road -Sediment Trap ST-1
54
1.32
1.32
HaulRoad-SedimentTra ST-3
55
1.60
1.60
HaulRoad-SedimentTra ST-5tolnstreamCulvert C-7
56
5.47
0.59
CulvertC-6
57
24.17
1.11
Instream Culvert C-7
58
271.00
7.82
Instream Culvert C-13
59
0.84
0.84
Haul Road -Sediment TrapST-12tolnstreamCulvertC-13
60
1.62
1.62
Haul Road - Culvert C-14toSedimentTra ST-13
61
2.21
2.21
HaulRoad- SedimentTra ST-13
62
0.65
0.65
Haul Road - Culvert C-16 to Sediment Trap ST-12to Instream Culvert C-13
63
2.62
2.62
Haul Road -Sediment Trap ST5tolnstreamCulvertC-7
64
3.63
3.63
MagazineLocation- Sediment -Er apST-4
65
0.68
0.68
HaulRoad-SedimentTra ST-4
66
1.09
1.09
Haul Road -Culvert C-9 to Sediment Trap ST-9
67
3.23
3.23
Haul Road -Culvert C-8to Sediment TrapST-6
68
1.24
1.24
Haul Road - Sediment Trap ST-7
69
0.94
0.94
Haul Road -Sediment TrapST-8
70
0.97
0.97
Haul Road -Sediment TrapST-9
71
1.62
1.62
HaulRoad-SedimentTra ST-10
72
1.60
1.60
Haul Road -Culvert C-10to Sediment Trap ST-10
73
1.82
1.82
HaulRoad-SedimentTra ST-11 to Culvert C-11
74
11.60
0.72
Culvert C-11
75
6.36
0.17
Culvert C-12
76
5.81
0.25
Haul Road Sediment TrapST-13
77
15.47
0.81
Diverted via ditch to Beaverdam Creek
78
1.36
1.36
Haul Road - SedimentTra ST-14
79
1.33
1.33
Haul Road -Sediment TrapST-15
80
0.58
0.58
Haul Road - Culvert C-15to Sediment TrapST-16
81
0.51
0.51
Haul Road - Sediment Trap ST-17
821
0.48
0.48
Haul Road - Sediment TrapST-18
83
1.72
1.72
11 Haul Road - Sediment Trap ST-19
Notes: Drainage Areas for the Waste Rock Pile reflect Phase 2final drainage areas, with the exceptions of Phase 1
Drainage Area 9 which is enveloped into Drainage Area 13a in Phase 2. See Waste Rock Pile Phase 1(Sheet 2 of 33) and
Waste Rock Pile Phase 2 Sheet 3 of 33).
84
1.73
0.69
Access Road -Sediment TrapST-21
85
3.42
1.90
AccessRoad- SedimentTra ST-21
86
10.02
10.02
Future Tenant Site- Sediment Basin SB-17
88
2.87
-
Clean Water Diversion Ditch
89
13.34
0.04
Underdrain UD-5
90
3.96
1.31
Culvert C-18
911
0.501
0.50
1 Access Road -Sediment TrapST-20
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PERMIT BOUNDARY
■ PIT OUTLINE
■����■ DRAINAGE AREAS
DA-15 DRAINAGE AREA LABEL
FLUME
-, __________ , U N D E R D RA I N Z Z
UD-2 UNDERDRAIN LABEL - J
DRAINAGE DITCH Q a.
CULVERT NAD-83 Z Q
© CULVERT LABEL NC-SPCS O = �
SB-4 SEDIMENT BASIN LABEL W 0
T-11 SEDIMENT TRAP LABEL V p Q W
Z Z
- x- x- x SILT FENCE
F - FLOW DIRECTION ARROW W Z
o EROSION AND SEDIMENT = Z J
CONTROL STRUCTURE J Q a
DIRECTION OF SURFACE FLOW H OU Z
z Q
SCREENING BERMS O Z p
DELINEATED WETLANDS p j
30 FT. DELINEATED STREAM BUFFER W
_ a <
AERIAL VIEW
0 500 1000 1500 SHEET NUMBER
8OF34
SCALE 1 "= 500'

POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
CREST OF POND
EL. 814.00' �B/
SILT FENCE /
SEE SHEET 32 OF 34)
X
A
*CONCENTRATE PLANT/
IL`E)NVERSION PLANT CONVEYOR
ACCESS ROAD NO. 1
850
50% CLEAN OUT EL. 807.79
:11
750
0+00
i
r
EMERGENCY SPILLWAY
CHUTE SECTION
1
I EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
PRINCIPLE SPILLWAY
72" SQ. RISER W/ TRASH RACK
_ 83
AAl)TD 50 FT OF 36 IN. CMP NC-DSPCS
\-�-
2
\
TEMPORARY BASIN
ACCESS ROAD 0000,
NORMAL POOL EL. 811.18
50% CLEAN O L. 807.79
OUT OTECTION
SEE SHEET 34 O
SUMP W/ CULVERT (C-17)
i
DITCH NO. 4
PLAN VIEW: SEDIMENT BASIN NO. 1
SCALE: 1" = 50'
EXISTING GROUND r NORMAL POOL EL. 811.18
Q25 HWD EL. 812.28 I
BOTTOM EL. 803.5
CENTERLINE CUTOFF TRENCH
0+50 1+00 1+50 2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
850
Q25 HWD EL. 812.28
50% CLEAN OUT EL. 807.79
800
750
0+00
FILL MATERIAL
850
NORMAL POOL EL. 811.18
EXISTING GROUND
BOTTOM EL. 803.5
0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
2'�
EMERGENCY SPILLWAY
EL. 812.28
- CREST EL. 814.0
850
:11
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50' OF 36" CMP
750
3+50 4+00 4+50 5+00
800
14 FT ACCESS
CREST EL. 814.0
750
2+00
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
IL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
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: 52.00
Wetted Perimeter: 55.21
Area of Wetted Cross Section: 38.30
Channel Slope: 0.1000
Manning's In of Channel: 0.0175
Discharge: 80.58 cfs
Depth of Flow: 0.72 feet
Velocity: 2.10 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 1 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
81.4986 cfs
Water Surface Elevation:
812.28 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 1 Principle Spillway, Drop Pipe
Riser Top Elev:
811.18 ft
Riser Base Elev:
803.50 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
65.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
807.28 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
81.50 cfs
58.87 ft.
52.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
�I v
2 20.00 ft. 2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.88
Area of Wetted Cross Section: 4.02
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 80.60 cfs
Depth of Flow: 0.20 feet
Velocity: 20.03 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
1.00ft. Freeboard
0.7
Freeboard
I
Stage Storage Curve
SEDIMENT BASIN NO.1
815.50
813.50
811.50
809.50
807.50
805.50
,SERGE CY SPILLW `
SPILLW Y (811.18)
STRUCTURE
(812.28)
803.50
0.00
1.00
2.00
3.00 4.00
5.00
6.00
7.00
Accumulative Storage (Acre
-Ft)
Storage volume computations
SB-1
-
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
-
803.50
N/A
N/A
0.4332
-
805.50
N/A
N/A
0.5012
0.4672
2.00
0.9218
0.9218
2.00
807.50
N/A
N/A
0.5709
0.5361
2.00
1.0587
1.9806
4.00
807.79
N/A
N/A
0.5814
0.5762
0.29
0.1683
2.1489
4.29
809.50
N/A
N/A
0.6431
0.6070
1.71
1.0318
3.1807
6.00
811.18
N/A
N/A
0.7058
0.6745
1.68
1.1331
4.3138
7.68
811.50
N/A
N/A
0.7178
0.6804
0.32
0.2136
4.5274
8.00
812.28
N/A
N/A
0.7485
0.7331
0.78
0.5718
5.0992
8.78
813.50
N/A
N/A
0.7964
0.7571
1.22
0.9267
6.0259
10.00
814.00
N/A
N/A
0.8077
0.8020
0.50
0.3995
6.4254
10.50
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK
EMERGENCY SPILLWAY
r MIN. I(-I(Il=N1l=llll-llH=HII=HII-
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tiS� u=rill=llll=lCR=ItIl=1111=1111=IIIl=Ill1={11l�Illi-
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llli�Illl=rill=rill=llll�IUl�I!{l�llll=llH I �N1l=llil=11Q=1111 =
BARREL
PIPE
ANTIFL TATION BLOCK
SECTIONAL VIEW
CUT-OFF
TRENCH
ANTI -SEEP STABILIZED
COLLAR
2' DEEP
OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
TRASH RACK
RISER BUOYANCY CALCULATION
814.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times the
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 812.28
upward force.
NORMAL POOL EL. 811.18
1' MIN.
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I 72" SQUARE I
1
CONCRETE I
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 807.79
RISER i
i 7.78'
I I
Height =Approximately 8'
Weight = 19120 lb
I I
�-----;--------
Where:
Riser Weight = 19120 lb
OF POND EL. 803.50 d •°•
°dBOTTOM
°' °• °
X•
36" DIA BARREL CMP
Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
°° d a
• ° d °
Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 lb/ft' = 2700 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 lb + 2700 lb = 21820 lb
ELEVATION VIEW
N.T.S.
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 216 ft' x 62.4 lb/ft' = 16224 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
• d
1
•
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
°
• ° d ° ' 9 ° d ° • a
♦ • d
21820 lb > 16224 lb x 1.25
A.
°
°
d
A
d♦
21820 Ib > 20280 Ib
♦°
d
NOTES
°
s'-o" 7'-0"
1. Portland cement concrete (type II recommended) for the inlet base shall have a minimum compressive
strength of 4,000 psi.
♦ °
`
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
♦
°
concrete shall be painted with a black bituminous enamel paint.
PLAN VIEW
N.T.S.
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I hereby certify that this document was %%%� GA�O����
prepared by me or under my direct personal •,
supervision and is correct to the best of my Q •0F�SS1O
knowledge and belief and that I am a duly Z; 4Qr•: Y
licensed Professional Engineer under the _ SEAL
laws of the StalIt� of North Carolina. 048820 SHEET NUMBER
•.••'•FNG EEQ'`,•' Qom.~
(Signature)
Date: August 25, 2021 ". '� �.`� 9 OF 34

i
x _
I 50% CLEAN OUT EL. 832.21
'x
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
CREST OF POND
EL. 841.00' B�
NORMAL POOL EL. 835.00
� C PRINCIPLE SPILLWAY
�- 72" SQUARE CONCRETE RISER W/ TRASH RACK
��- AND 67 FT OF 36 IN. CMP
i x\k
k k EMERGENCY SPILLWAY
k LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
\ EBOTTOM OOF P �
. 829.,
\ CULVERT
(C-1)
0
i
DITCH NO. 5
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET)
A-
/+ SILT FENCE
/ (SEE SHEET 32 OF 34)
/
/ CONVEYOR
x
_ x
-
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
C
PLAN VIEW: SEDIMENT BASIN NO. 2
SCALE: 1" = 50'
900
EXISTING GROUND
Q25 HWD EL. 837.58 NORMAL POOL EL. 835.00
50% CLEAN OUT EL. 832.21
850
800
0+00 0+50
•11
1 850
800
0+00 0+50
_ - - - - - - - - - - I _
\ BOTTOM EL. 829.00
CENTERLINE CUTOFF TRENCH
1+00 1+50 2+00 2+50 3+00
Cross Section A -A'
Q25 HWD EL. 837.58
50% CLEAN OUT EL. 832.21
850
MAIN HAUL ROAD
SUMP
1+00
FILL MATERIAL
1L
2'-
Scale: 1" = 50'
NORMAL POOL EL. 835.0
EXISTING GROUND
7 . p.
BOTTOM EL. 829.0
0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
3.0%
EMERGENCY SPILLWAY
EL. 838.58
850
��CREST EL. 841.0
800
3+50 4+00 4+50 5+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 67 FT OF 36" CMP
900
850
14 FT ACCESS
CREST EL. 841.0 800
2+50 3+00
Q25 HWD EL. 837.58
50% CLEAN OUT EL. 832.21
NORMAL POOL EL. 835.0
EXISTING GROUND
- - - -
1+50 2+00 2+50 3+00 3+50
DA-6 CULVERT TO SB-2
Scale: 1" = 50'
(.` r`I ITr1CC T�CAIr`LJ
(ABUTMENTS)
- 2' MAXIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
•11
850
14 FT ACCESS
CREST EL. 841.0 J0
4+00 4+50 5+00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION - ROAD CROSSING
N.T.S.
Approx 75 ft. 1.0� Oft. Freeboard
1.42 ft.
18 �- f:
20.00 ft. - I 8
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 26.34
Area of Wetted Cross Section: 32.35
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 99.64 cfs
Depth of Flow: 1.42 feet
Velocity: 3.08 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 2 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outflow
Total Discharge:
105.4757 cfs
Water Surface Elevation:
837.58 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 2 Principle Spillway, Drop Pipe
Riser Top Elev:
835.00 ft
Riser Base Elev:
829.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
67.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
830.00 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
105.48 cfs
Required Discharge:
99.64 cfs
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
15.35 ft. 1.0� Oft. Freeboard
0.34 ft.
1 1
2 � 10.00 ft.- 2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 11.51
Area of Wetted Cross Section: 3.60
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 99.63 cfs
Depth of Flow: 0.34 feet
Velocity: 27.67 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
841.00
840.00
839.00
838.00
J 837.00
C 836.00
j 835.00
0)
W 834.00
833.00
832.00
831.00
830.00
829.00
Stage Storage Curve
SEDIMENT BASIN NO. 2
P OF STRUCTURE
1.00)
EMERGIENCY SPILLWAY (838.58)
PRINCIPAL SPILLWAY (835.00)
0.00 4.00 8.00 12.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 2
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
829.00
N/A
N/A
0.5738
831.00
N/A
N/A
0.6427
0.6083
2.00
1.2033
1.2033
2.00
832.21
N/A
N/A
0.6852
0.6639
1.21
0.8032
2.0065
3.21
833.00
N/A
N/A
0.7129
0.6778
0.79
0.5388
2.5453
4.00
835.00
N/A
N/A
0.7856
0.7492
2.00
1.4845
4.0297
6.00
837.00
N/A
N/A
0.8605
0.8230
2.00
1.6316
5.6614
8.00
838.58
N/A
N/A
0.9216
0.8910
1.58
1.4078
7.0692
9.58
839.00
N/A
N/A
0.9378
0.8992
0.42
0.3755
7.4447
10.00
841.00
N/A
N/A
1.0098
0.9738
2.00
1.9405
9.3852
12.00
TOP OF EMBANKMENT --
RISER STRUCTURE
SEE SHT 34 OF 34
" :.,;, .
TRASH RACK --1iT'-'J��TH=�1�{I-- �EMERGENCYSPILLWAY
r MIN. 11=I1{l=N{1=llll=llH=llll=1111= ?o.
oQE 111�11f1=1111=1111=111l=1111=111l=11B 111l� zstop
tis�=1i11=llll=llli-1111=Nil=II_li=Nil=111i=11R=111i- F
4hllJlfl11�llU=lill�li11h1l1i�111l�u1l�1111�1111-11111i
IIIII�lUi=1111=IUi=llli�llli�llll�llll�1111 I l�gil=Ull=lii1=11fi-
BARREL
PIPE
T
ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 841.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
000000
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 838.58
times the upward force.
NORMAL POOL EL. 835.00
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1 F
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 832.21
I I
I I
72" SQUARE
�� A� \
Height = 6'
Wei ht = 15,220 Ib
g
j CONCRETE j
I RISER I
Where:
6.00'
�
Riser Weight = 15,220 Ib
° d•°
BOTTOM OF POND EL. 829.00
d <
d ° °
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
° ° a d°
° ° d °
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 Ib
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 15,220 Ib + 3675 Ib = 18895 Ib
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 Ib
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
° ° 4 ° °
18895 Ib > 13,478.4 Ib x 1.25
18895 Ib > 16,848 Ib
PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base shall have a minimum compressive
strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
concrete shall be painted with a black bituminous enamel paint.
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I hereby certify that this document was ,%` � CAao
prepared by me or under my direct personal
supervision and is correct to the best of my ; 0�•oFess/O.''��2 0
knowledge and belief and that I am a duly = �:•Q� SEAL •�
licensed Professional Engineer under the SHEET NUMBER
laws of the Stateof o h Carolina. ?y : 048820 pc Z
tLU
(Signature) • , G! N • , ,�Q
Date: August 25, 2021 '�. 'F ' `r` ,.`% 10 OF 34
N.T.S.

850 EXISTING GROUND 850
EMERGENCY SPILLWAY
Q25 HWD EL. 801.27 NORMAL POOL EL. 799.27 EL. 802.27
50% CLEAN OUT EL. 796.86
800 2 7 2.7 21 CREST 804.0 800
BOTTOM EL. 794.0 1.5%
750 750
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
Cross Section A-APRINCIPLE SPILLWAY
Scale: 1" - 50' 72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 67 FT OF 36" CMP
850
EXISTING GROUND
850
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
56.90 ft.
1 1.00ft. Freeboard
0.73 ft. T
2 - 50.00 ft. - 2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 50.00
Wetted Perimeter: 53.25
Area of Wetted Cross Section: 37.35
Channel Slope: 0.1000
Manning's In of Channel: 0.0175
Discharge: 79.19 cfs
Depth of Flow: 0.73 feet
Velocity: 2.12 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 3 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
90.9637 cfs
Water Surface Elevation:
801.27 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 3 Principle Spillway, Drop Pipe
Riser Top Elev:
799.27 ft
Riser Base Elev:
794.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
67.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
795.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
90.96 cfs
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1
2
29.68 ft.
25.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 25.00
Wetted Perimeter: 25.76
Area of Wetted Cross Section: 4.33
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 79.20 cfs
Depth of Flow: 0.17 feet
Velocity: 18.29 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
0.17 fft
1 1.00ft. Freeboard
2 F
804.00
803.00
802.00
801.00
J 800.00
c
O 799.00
c�
O
LU 798.00
797.00
796.00
795.00
794.00
Stage Storage Curve
SEDIMENT BASIN NO. 3
CLEAN OUT LEVEL
00) 0
0.00
1.00
2.00
3.00 4.00
5.00
6.00
7.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 3
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
-
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
794.00
N/A
N/A
0.4404
-
795.00
N/A
N/A
0.4717 0.4560 1.00
0.4501
0.4501
1.00
796.00
N/A
N/A
0.5031 0.4874 1.00
0.4814
0.9315
2.00
796.86
N/A
N/A
0.5313 0.5172 0.86
0.4423
1.3738
2.86
797.00
N/A
N/A
0.5361 0.5196 0.14
0.0711
1.4449
3.00
798.00
N/A
N/A
0.5708 0.5535 1.00
0.5469
1.9918
4.00
799.00
N/A
N/A
0.6072 0.5890 1.00
0.5821
2.5739
5.00
799.27
N/A
N/A
0.6174 0.6123 0.27
0.1653
2.7392
5.27
800.00
N/A
N/A
0.6449 0.6261 0.73
0.4535
3.1927
6.00
801.00
N/A
N/A
0.6846 0.6648 1.00
0.6573
3.8500
7.00
802.00
N/A
N/A
0.7256 0.7051 1.00
0.6973
4.5473
8.00
802.27
N/A
N/A
0.7363 0.7310 0.27
0.1974
4.7446
8.27
804.00
N/A
N/A
0.8049 0.7652 1.73
1.3245
6.0691
10.00
RISER STRUCTURE
TRASH RACK
TOP OF EMBANKMENT -,
SEE SHT 34 OF
1' MIN. I
s�°e�11=111illllliVl
ti°`�111hllll�fl11=1
IIIl�1lll=llll=llll°
lll1=1111=IIII�lI11�llJl=11JI=11JI
1111�1111=till=ll_q=llli=1111�=
11N�1111�1111�11JhlI1hJ111=J111
�I1N�Illi�llll�llli�ll 1Lf �Illi=
EMERGENCY SPILLWAY
RE
BARREL
PIPE
T
ANTIFL TATION BLOCK SECTIONAL VI EW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
Q25 HWD EL. 801.27
TRASH RACK
RISER BUOYANCY CALCULATION
50% CLEAN OUT EL. 796.86
NORMAL POOL EL. 799.27
CREST EL. 804.00
1' FREEBOARD ZI
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
0❑❑❑❑Do❑❑1:]❑00❑❑❑❑0
0111000D❑❑❑❑00111000
+
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 802.27
times the upward force.
800
_
_ _ _
800
NORMAL POOL EL. 799.27
0❑00000❑❑❑❑0000000
1' MIN.
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
BOTTOM EL. 794.0
I I
I I
I I
1
14 FT ACCESS
72" Square Concrete Riser
CREST EL. 804.0
EXISTING GRADE 50% CLEANOUT EL. 796.86
I I
I I
��
A� A
Height = Approximately 6'
Weight = 15,220 lb
I I
72" SQUARE
� �
��
750 750
j CONCRETE j
0+00 0+50 1+00 1+50 2+00 2+50
I RISER I
Where:
6.00'
I_______________I
li
Cross Section B-B'
Riser Weight = 15,220 lb
Scale: 1" = 50'
BOTTOM OF POND EL. 794.00
C <
a •` • • • A. •
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
• • a •
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
� CUTOFF TRENCH
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
• G
s
EXISTING GROUND (ABUTMENTS)
•
•
° • a 4 • • d • • •
<
18895 lb > 13,478.4 lb x 1.25
• <a
• e
• d
18895 lb > 16,848 Ib
FILL MATERIAL--\
2' --1 Y_ I~
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base shall have a
minimum compressive Strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the
pipe is to be in contact with concrete shall be painted with a black bituminous enamel paint.
NOT TO SCALE
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I hereby certify that this document was ``% (r,q�d����
prepared by me or under my direct personal �. ;
supervision and is correct to the best of my Q OFESS�0��2
knowledge and belief and that I am a dulySEAL f �
licensed Professional Engineer under the - SHEET NUMBER
laws of the State of orth Carolina. 048820 z
(Signature) i �5' '',,...,•'•'.�Q`�
Date: August 25, 2021 '�.,�F1,jj g ����.11 OF 34

DITCH NO. 10
DITCH NO. 1 Oa
FLUME
1 1 �
1
DITCH NO. 15
\
\
\
\
BASIN ACCESS ROAD
\ D 1
!ET PROTECTION
SHEET 34 OF 34)
I
BOTTOM OF POND
EL. 787.50
NORMAL POOL EL. 793.02
CREST OF POND
EL. 798.00'
BASIN ACCESS ROAD
NAD-83
TOP OF POND NC-SPCS
EL. 798.00
POROUS BAFFLES (TYP.)
(SEE SHEET 32 of 34)
50% CLEAN OUT EL. 790.50
(SEE SHEET 32 OF 34)
I
X
I
I
X EMERGENCY SPILLWAY
1 \ LEVEL CONTROL SECTION
X (SEE DETAILS THIS SHEET)
X
A'
42
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET)
t
PRINCIPLE SPILLWAY
1 72" SQUARE CONCRETE RISER
W/ TRASH RACK
AND 105 FT OF 42 IN. CMP
e
TEMPORARY BASIN ACCESS ROAD
PLAN VIEW: SEDIMENT BASIN NO. 4
SCALE: 1" = 50'
850 EXISTING GROUND
Q25 HWD EL. 795.02 NORMAL POOL EL. 793.02
50% CLEAN OUT EL. 790.50 EMERGENCY SPILLWAY
EL. 796.02
c
800 CREST 798.0 I o
0
LL
BOTTOM EL. 787.50 3.01/o
750
0+00 0+50 1+00 1+50 2+00 2+
Cross Section A -A'
Scale: 1 " = 50'
850
:11
750
0+00
EXISTING GROUND
850
750
3+00 3+50 4+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 105 FT OF 42" CMP
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
57.90 ft.
1
2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 50.00
Wetted Perimeter: 54.36
Area of Wetted Cross Section: 50.67
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 129.84 cfs
Depth of Flow: 0.98 feet
Velocity: 2.56 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 4
Outflow
Total Discharge:
130.7449 cfs
Water Surface Elevation:
795.02 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 4 Principle Spillway, Drop Pipe
Riser Top Elev:
793.02 ft
Riser Base Elev:
787.50 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
105.00 ft
Culvert Diameter:
42.00 in
Culvert Invert In:
787.50 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge: 130.74 cfs
FILL MATERIAL
1 � �
1
2'
Q25 HWD EL. 795.02
1 r NORMAL POOL EL. 793.02
50% CLEAN OUT EL. 790.50
' BOTTOM EL. 787.50
0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section B-B'
Scale: 1" = 50'
q CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
- 2' MAXIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
4+00 4+50 5+00
N.T.S.
50.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
2 25.00 ft - I 2
0.30 ft.
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
850
:11
14 FT ACCESS
CREST EL. 798.00
750
5+50 6+00 6+50
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: 26.35
Area of Wetted Cross Section: 7.74
Channel Slope: 20.0000
Manning's n of Channel: 0.0175
Discharge: 129.88 cfs
Depth of Flow: 0.30 feet
Velocity: 16.78 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
TRASH RACK
NORMAL POOL EL. 793.02
Stage Storage Curve
SEDIMENT BASIN NO. 4
i yy.Ou
797.50
1.00ft. Freeboard
0.98 ft.
795.50
793.50
791.50
789.50
787.50
STRUCTURE
0.00 1.00
2.00
3.00
4.00 5.00 6.00 7.00
8.00
9.00
10.00 11.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-4
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
787.50
N/A
N/A
0.6887
789.50
N/A
N/A
0.8048 0.7467 2.00
1.4730
1.4730
2.00
790.50
N/A
N/A
0.8633 0.8340 1.00
0.8350
2.3081
3.00
791.50
N/A
N/A
0.9216 0.8632 1.00
0.8702
3.1783
4.00
793.02
N/A
N/A
1.0123 0.9670 1.52
1.4698
4.6481
5.52
793.50
N/A
N/A
1.0410 0.9813 0.48
0.4711
5.1192
6.00
795.50
N/A
N/A
1.1624 1.1017 2.00
2.1813
7.3005
8.00
796.02
N/A
N/A
1.1955 1.1789 0.52
0.6130
7.9136
8.52
797.50
N/A
N/A
1.2896 1.2260 1.48
1.8145
9.7281
10.00
1.00ft. Freeboard 798.00
N/A
N/A
1.3066 1.2981 0.50
0.6467
10.3748
10.50
DoOooO
000000
0°❑❑❑000
0❑❑❑❑00❑❑❑❑00❑❑❑❑0
TOP OF EMBANKMENT ---
RISER STRUCTURE
4� OFz�t�fYE� . �-
TRASH RACKSEE SHT 3
? ���� �l1T=11Y;1I(I;1IlhlI11- EMERGENCY SPILLWAY
\ / 1'MIN. QIIIIIIII lil�
BARREL
PIPE
CUT-OFF ANTI SEE t
ANTIFLOTATION BLOCK SECTIONAL VIEW TRENCH COLLAR STABILIZED
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
RISER DETAILS
NOT TO SCALE
CREST EL. 798.00 RISER BUOYANCY CALCULATION
MIN. 1' FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 796.02 times the upward force.
1'FREEBOARD
Z=
OJ
fn
w
am
0
T
N
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Z
3:
0)
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LiQ
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Z
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:200
N
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Q
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0_
Ld
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0
0
U
0
cn
0_
L�
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I 1 F
I I
72" Square Concrete Riser
50% CLEANOUT EL. 790.50 I I Height = Approximately 6'
EXISTING GRADE I 72" SQUARE I �� A \ Weight = 15,220 Ib
I I �� � � �� ��i � g
j CONCRETE j
I RISER I Where:
5.52'
� ���� �V\��� ��II
Q
_______________I
Riser Weight = 15,220 Ib
V
Z
ea < d
Z
BOTTOM OF POND EL. 787.50 d • d a °` 42" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
-1d
Q
a da
° a . d
cli 0
72" SQUARE CONCRETE RISER
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 Ib Q W W
ANTI -FLOTATION BLOCK (IF APPLICABLE) Z Q Q
Structure Weight = 15,220 Ib + 3675 Ib = 18895 Ib V 0
ELEVATION VIEW 0 = Z W
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
H
Z
J
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 Ib
Q
�
_
(n
LL
a
ANTI -FLOTATION BLOCK (IF APPLICABLE)
C�
Q
O
9 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
Z
m
0/
� 18895 Ib > 13,478.4 Ib x 1.25
Z
a
06
.d 18895 Ib > 16,848 Ib
Z
a
.
5
2
d
J
0
W
Z
O
%
NOTES
Uj
0
Z
Z
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
•. A 2. Where corrugated aluminum or aluminized steel pipe is used, all
V/
a
areas where the pipe is to be in contact with concrete shall be painted with
\-
LU
a
d A BARREL CMP a black bituminous enamel paint.
�-^)
V
PLAN VIEW
N.T.S.
,'yl{I111lfll!
1 hereby certify that this document was ,`� CA00�.i,
prepared by me or under my direct personal � Q` ..,pFeSS�
.,..., j
supervision and is correct to the best of my 0 'O 2
knowledge and belief and that I am a duly = = 4Rl SEAL S
licensed Professional Engineer under the SHEET NUMBER
laws of the State of orth Carolina. 048820 piz z
(Signature) • . , , , , , , •��
Date: August 25, 2021 ��i��GCfij/ B. �NI1�` ;`��� 12 OF 34
��f111I11�

Stage Storage Curve
SEDIMENT BASIN NO. 5
FLUME
\ /
\ DITCH NO. 16
i
OUTLET PROTECTION o
to
\ (SHEET34OF34) B 11110*0�to
A"-* f
NAD-83
NC-SPCS
DITCH NO. 16 TEMPORARY BASIN ACCESS ROAD
SILT FENCE
BOTT of POND !J
45.00 (SEE SHEET 32 OF 34)
CREST OF POND
EL. 855.00'
OUTLET PROTECTION �� 50% CLEAN OUT EL. 848.73
(SHEET 34 OF 34)
f - POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
DITCH NO. 19 NORMAL POOL EL. 851.48
B PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
�l- AND 60 FT OF 30 IN. CMP
EMERGENCY SPILLWAY
AI CHUTE SECTION
0.19 (SEE DETAILS THIS SHEET)
ION I EMERGENCY SPILLWAY
1 LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
TEMPORARY BASIN ACCESS ROAD
850
EXISTING GROUND
800
0+00
PLAN VIEW: SEDIMENT BASIN NO. 5
SCALE: 1" = 50'
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1
2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 35.00
Wetted Perimeter: 37.34
Area of Wetted Cross Section: 18.89
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 32.19 cfs
Depth of Flow: 0.52 feet
Velocity: 1.70 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Q25 HWD EL.
852.48
SEDIMENT BASIN NO. 5 PRINCIPLE SPILLWAY
NORMAL POOL EL. 851.48
Outflow
900
900
Total Discharge: 45.2490 cfs
50% CLEAN OUT EL. 848.73
Water Surface Elevation: 852.48 ft
EMERGENCY SPILLWAY
Tailwater Elevation: 0.00 ft
EL. 853.48
Detention Base Elevation: 0.00 ft
850
CREST 855.0 850
Outlet #1: Sediment Basin 5 Principle Spillway, Drop Pipe
? 7
Riser Top Elev: 851.48 ft
1.5%
Riser Base Elev: 845.00 ft
BOTTOM EL. 845.0
Riser Diameter: 72.00 in
EXISTING GROUND
Orifice Coefficient: 0.50
Weir Coefficient: 3.33
800
800
Culvert Length: 60.00 ft
Culvert Diameter: 30.00 in
0+00
0+50 1+00 1+50 2+00
Culvert Invert In: 849.21 ft
PRINCIPLE SPILLWAY
Cross Section A -A'
Culvert Friction Coefficient: 0.02
72" SQUARE CONCRETE RISER
Culvert Entrance Loss Coefficient: 0.90
Scale: 1" = 50' W/ TRASH RACK AND 60 FT OF 30" CMP
Discharge: 45.25 cfs
FILL MATERIAL
9.54 ft.
15.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 15.00
Wetted Perimeter: 15.60
Area of Wetted Cross Section: 2.06
Channel Slope: 50.0000
Manning's In of Channel: 0.0175
Discharge: 32.19 cfs
Depth of Flow: 0.14 feet
Velocity: 15.59 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
0.52 ft.
1.00ft. Freeboard
2 I
855.00
854.00
853.00
852.00
J 851.00
2
O 850.00
CZ
>
a�
Lu 849.00
848.00
847.00
846.00
845.00
CLEAN OUT LFVEL (848.73)
PAL SPILLWAY (851.
0.00
0.50
1.00 1.50
2.00
2.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 5
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
845.00
N/A
N/A
0.1480
846.00
N/A
N/A
0.1669 0.1575 1.00
0.1539
0.1539
1.00
847.00
N/A
N/A
0.1858 0.1763 1.00
0.1728
0.3267
2.00
848.00
N/A
N/A
0.2053 0.1955 1.00
0.1919
0.5186
3.00
848.73
N/A
N/A
0.2201 0.2127 0.73
0.1555
0.6741
3.73
849.00
N/A
N/A
0.2255 0.2154 0.27
0.0561
0.7302
4.00
850.00
N/A
N/A
0.2461 0.2358 1.00
0.2319
0.9621
5.00
851.00
N/A
N/A
0.2675 0.2568 1.00
0.2528
1.2149
6.00
851.48
N/A
N/A
0.2779 0.2727 0.48
0.1309
1.3458
6.48
852.00
N/A
N/A
0.2891 0.2783 0.52
0.1433
1.4891
7.00
853.00
N/A
N/A
0.3117 0.3004 1.00
0.2962
1.7853
8.00
853.48
N/A
N/A
0.3217 0.3167 0.48
0.1520
1.9373
8.48
855.00
N/A
N/A
0.3535 0.3326 1.52
0.5091
2.4464
10.00
44ff
�1 f '1ft.
Freeboard
-
T
F STRUCTURE
10)
.48)
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 3 ',r'':_''• �.: :..
TRASH RACK EMERGENCY 5PILLWAY
i' MIN. III Ilil-�Iltii=p'�(=�ill�iltil=liii � � �Q.
�irli�i1=111r�H1IIrjl�ii►1plr==;; __ js�
'oe
tis� I,riiIi13illillll�T=,lilu�ljhl i!a °°£
��=Tilt[l+l++I�i1f111111iiflifhSrf[1[I! Ifl[111! {fl[l�i� Illfll�fl �f�il11.1111�I�1 � f 1111 wllltw
BARREL
`■ ` PIPE
7/ \
I
ANTIFLO A ION BLOCK
SECTIONAL VIEW t
CUT-OFF
ANTI -SEEP STABILIZED
TRENCH
COLLAR
OUTLET
2' DEEP
1,1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65,
TYPICAL EMBANKMENT DETAIL NOT TO SCALE
RISER DETAILS
CREST EL. 855.00 RISER BUOYANCY CALCULATION
1' FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 853.48 times the upward force.
1' MIN.
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
800 i i 1 F
72" Square Concrete Riser
0+50 1+00 1+50 2+00 2+50 3+00 3+50 I CONCRETE I
o I I Height = Approximately 7
EXISTING GRADE
50 /o CLEANOUT EL. 848.73 RISER Weight = 17170 lb
I I
Cross Section B-B6.48'
Scale: 1" = 50' ' - --e ----- <-- i Where:
--� -�- <---a - \ \ �I Riser Weight = 17170 lb
BOTTOM OF POND EL. 845.00 ° . ° ° < A. ° 30" DIA BARREL CMP Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
° a ° • da ° d° a ° C <°
ANTI -FLOTATION RISER FILL Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 lb/ft' = 2700 lb
(IF APPLICABLE) ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 17170 lb + 2700 lb = 19870 lb
ELEVATION VIEW
1
2'
Q25 HWD EL. 852.48
50% CLEAN OUT EL. 848.73 ,
7
NORMAL POOL EL. 851.48
BOTTOM EL. 845.0
14 FT ACCESS
CREST EL. 855.00
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
IL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
850
TRASH RACK
NORMAL POOL EL. 851.48
72" SQUARE CONCRETE RISER
1.09 ft.
35.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1�
2
0❑❑❑❑0
0❑❑❑❑0
❑❑❑❑0
0❑❑❑❑00❑❑❑❑00❑❑❑❑0
N.T.S.
PLAN VIEW
N.T.S.
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 252 ft' x 62.4 Ib/ft3 = 15725 Ib
...�. �. ��.�............. ,.� .........ABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
19870 lb > 15725 lb x 1.25
19870 Ib > 19656 Ib
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
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I hereby certify that this document was ` � �CA+►g0F"
prepared by me or under my direct personal
supervision and is correct to the best of my y** 0� OF�SS/p��2
knowledge and belief and that I am a duly
licensed Professional Engineer under the = = SEAL
laws of the State of North Carolina. 048820 SHEET NUMBER
(Signature) �,
!,�,
Date: August 25, 2021 13OF34 ,�i+'Y

/ FLUME
DITCH NO. 19
OUTLET PROTECTION
►�� (SEE SHEET 34 OF 34)
/i
BOTTOM OF
EL. 842.00
BASIN ACCESS ROAD
DITCH NO. 20
CREST OF POND J� X
EL. 852.00
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50 FT OF 30 IN. CMP
TEMPORARY BASIN ACCESS ROAD EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
PLAN VIEW: SEDIMENT BASIN NO. 6
SCALE: 1" = 50'
DITCH NO. 19
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
B'
NAD-83
NC-SPCS
TEMPORARY BASIN ACCESS ROAD
SILT FENCE
f (SEE SHEET 32 OF 34)
�- 50% CLEAN OUT EL. 845.68
NORMAL POOL EL. 848.51
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET)
At
EMERGENCY SPILLWAY DETAIL
N.T.S.
1.35 ft.
0.59 ft.
1 1.00ft. Freeboard
2 2
35.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 35.00
Wetted Perimeter: 37.63
Area of Wetted Cross Section: 21.28
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 39.08 cfs
Depth of Flow: 0.59 feet
Velocity: 1.84 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Q25 HWD EL. 849.51
SEDIMENT BASIN NO. 6 PRINCIPLE SPILLWAY
NORMAL POOL EL. 848.51
900
900
Outflow
Total Discharge: 46.7834 cfs
50% CLEAN OUT EL. 845.68
Water Surface Elevation: 849.51 ft
EMERGENCY SPILLWAY
Tailwater Elevation: 0.00 ft
-850.41
Detention Base Elevation: 0.00 ft
850
? CREST 852.0 850
Outlet #1: Sediment Basin 6 Principle Spillway, Drop Pipe
21
1.5%
Riser Top Elev: 848.51 ft
BOTTOM EL. 842.0
Riser Base Elev: 842.00 ft
Riser Diameter: 72.00 in
EXISTING GROUND
Orifice Coefficient: 0.50
Weir Coefficient: 3.33
800
800
Culvert Length: 50.00 ft
0+00
0+50 1+00 1+ 2+00 2+50
Culvert Diameter: 30.00 in
PRINCIPLE SPILLWAY
Culvert Invert In: 846.15 ft
Cross Section A-A72" SQUARE CONCRETE RISER
Culvert Friction Coefficient: 0.02
Scale: 1" = 50' W/ TRASH RACK AND 50 FT OF
Culvert Entrance Loss Coefficient: 0.90
30" CMP
Discharge: 46.78 cfs
Q25 HWD EL. 849.51
900 NORMAL POOL EL. 848.51 900
50% CLEAN OUT EL. 845.68
EXISTING GROUND
850 850
BOTTOM EL. 842.0
1714 FT ACCESS
CREST EL. 852.00
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
- - ;�"r
2' --I (-t
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
IL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
19.61 ft. 5 ff
1 1 O'1.00tft. Freeboard
2 15.00 ft. 2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 15.00
Wetted Perimeter: 15.68
Area of Wetted Cross Section: 2.32
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 39.06 cfs
Depth of Flow: 0.15 feet
Velocity: 16.81 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
Stage Storage Curve
SEDIMENT BASIN NO. 6
852.00
851.00
850.00
849.00
J 848.00
O 847.00
co
a>
LL I 846.00
845.00
844.00
843.00
842.00
0.00 0.60 1.20 1.80 2.40 3.00 3.60
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 6
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
842.00
N/A
N/A
0.2034
843.00
N/A
N/A
0.2248
0.2141
1.00
0.2100
0.2100
1.00
844.00
N/A
N/A
0.2463
0.2355
1.00
0.2315
0.4415
2.00
845.00
N/A
N/A
0.2684
0.2574
1.00
0.2532
0.6946
3.00
845.68
N/A
N/A
0.2839
0.2762
0.68
0.1891
0.8837
3.68
846.00
N/A
N/A
0.2911
0.2798
0.32
0.0864
0.9701
4.00
847.00
N/A
N/A
0.3143
0.3027
1.00
0.2983
1.2684
5.00
848.00
N/A
N/A
0.3381
0.3262
1.00
0.3217
1.5901
6.00
848.51
N/A
N/A
0.3505
0.3443
0.51
0.1756
1.7657
6.51
849.00
N/A
N/A
0.3625
0.3503
0.49
0.1701
1.9358
7.00
850.00
N/A
N/A
0.3875
0.3750
1.00
0.3703
2.3061
8.00
850.41
N/A
N/A
0.3971
0.3923
0.41
0.1608
2.4669
8.41
852.00
N/A
N/A
0.4342
0.4108
1.59
0.6562
3.1231
10.00
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 3 ; i` _ _;,•°•, ::_i
TRASH RACK EMERGENCY SPILLWAY
-IIT=11) 1'MIN. {I={lll=iil= 2
e� 1111 1111 1111=JUhlIJI-111l=N11=11U 1111 glsio
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IIII�IIII=IIIl=1111=1111�1111�11{I=1i11 =till I l�llll=lC11=1111=1111-
BARREL
PIPE
\/%/,\\
ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL NOT TO SCALE
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 852.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 850.41
times the upward force.
NORMAL POOL EL. 848.51
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
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1 F
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 845.68
CONCRETE I
RISER i
�V ��V
��
Height Approximately 7
Weight = 17170 lb
I 6.51' I
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A� ��i I
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�_____ --_ ,
ere:
<° ° " I
<----
��` �������� �II
--� -�- -
Riser Weight = 17170 lb
°
BOTTOM OF POND EL. 842.00 4.
, ° °" ° A. °
30" DIA BARREL CMP
Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
< ° a d°
° ° d °
Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 Ib/ft3 = 2700 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 17170 lb + 2700 lb = 19870 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 252 ft' x 62.4 Ib/ft3 = 15725 Ib
72 SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
° d
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
° ° 4 ° ! ° ° a °
19870 lb > 15725 lb x 1.25
a
19870 Ib > 19656 Ib
[--
PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
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PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
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I hereby certify that this document was ,`�� � C 1,P
prepared by me or under my direct personal �.
supervision and is correct to the best of my 0 eSSiO"��,L'+
knowledge and belief and that I am aduly - • Q SEAL •7
licensed Professional Engineer under the SHEET NUMBER
laws of the Sta"tg of N
th Carolina. � 5 : 048820 pc
(Signature) [+. �Gl �, �•'� ��
Date: August 25, 2021 '�.,�C firj p ��11���.14 OF 34

TEMPORARY BASIN ACCESS ROAD
EMERGENCY SPILLWAY DETAIL
DITCH NO.20 LEVEL CONTROL SECTION
OUTLET PROTECTION
(SEE SHEET 34 OF 34) A N.T.S.
TEMPORARY BASIN ACCESS ROAD
56.6564
gg f
BOTTOM of POND 1 0�1.00tft. Freeboard
T
EL. 840.00 2 2 }
-- NAD-83 50.00 ft.
NC-SPCS
DD 1
WL
\ I
SILT FENCE
(SEE SHEET 32 OF 34)
X Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
X _ X _ I Dimensions: Left Side Slope 2.00:1
CREST OF POND X X - X - X X - _ Right Side Slope 2.00:1
EL. 850.00 X X X - X - X - X _ X _ X _ + LEVEL CONTROL SECTION Base Dimension: 50.00
50% CLEAN OUT EL. 843.50 + (SEE DETAILS THIS SHEET) Wetted Perimeter: 52.97
Area of Wetted Cross Section: 34.09
POROUS BAFFLES (TYP.) +
_ NORMAL POOL EL. 846.34 SEE SHEET 32 OF 34
( ) � � Channel Slope: 0.1000
EMERGENCY SPILLWAY Manning's n of Channel: 0.0175
PRINCIPLE SPILLWAY + CHUTE SECTION
72" SQUARE CONCRETE RISER W/ TRASH RACK AI (SEE DETAILS THIS SHEET) Discharge: 68.22 cfs
AND 94 FT OF 36 IN. CMP Depth of Flow: 0.66 feet
Velocity: 2.00 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
PLAN VIEW: SEDIMENT BASIN NO. 7
SCALE: 1" = 50'
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
Q25 HWD EL. 847.34
29.6252
900 NORMAL POOL EL. 846.34 900 gg fftt i
1 0 �1 t011.00ft. Freeboard
50% CLEAN OUT EL. 843.50 2 I 2
EMERGENCY SPILLWAY 25.00 ft.
848.34
850 ? CREST 850.00 850
2�Qr)T�Tr)Kll
EL. 840.0
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
EXISTING GROUND J
800 800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A' PRINCIPLE SPILLWAY
Scale: 1" - 50' 72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 94 FT OF 36" CMP
900
Q25 HWD EL. 847.34
50% CLEAN OUT EL. 843.50 NORMAL POOL EL. 846.34
EXISTING GROUND
850
BOTTOM EL. 840.0
800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
- - ;�"r
2' --I 1-t
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
850
14 FT ACCESS
CREST EL. 850.00
800
4+00 4+50
2' MAXIMUM IF NOT CUT TO BEDROCK
IL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
SEDIMENT BASIN NO. 7 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
73.6105 cfs
Water Surface Elevation:
847.34 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 7 Principle Spillway, Drop Pipe
Riser Top Elev:
846.34 ft
Riser Base Elev:
840.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
94.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
842.87 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
73.61 cfs
Wetted Perimeter: 25.70
Area of Wetted Cross Section: 3.96
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 68.24 cfs
Depth of Flow: 0.16 feet
Velocity: 17.25 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
tage Storage Curve
SEDIMENT BASIN NO. 7
850.00
(
50.0
849.00
848.00
'14EMERGENCSPILLWAY
(848.
847.00
846.00
PRINCIPAL
PILLWAY 8
6.34
C
O 845.00
N
W 844.00
CLEA
OUT LEVEL
(843.50)
843.00
842.00
841.00
840.00
0.00
0.60
1.20
1.80
2.40 3.00
3.60
4.20
4.80
5.40
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN
NO. 7
ELEV.
Width
LENGTH
AREA AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
840.00
N/A
N/A
0.3761
841.00
N/A
N/A
0.4069 0.3915
1.00
0.3861
0.3861
1.00
842.00
N/A
N/A
0.4374 0.4221
1.00
0.4168
0.8029
2.00
843.00
N/A
N/A
0.4685 0.4530
1.00
0.4475
1.2504
3.00
843.50
N/A
N/A
0.4844 0.4764
0.50
0.2381
1.4885
3.50
844.00
N/A
N/A
0.5003 0.4844
0.50
0.2408
1.7293
4.00
845.00
N/A
N/A
0.5326 0.5164
1.00
0.5108
2.2401
5.00
846.00
N/A
N/A
0.5657 0.5491
1.00
0.5434
2.7835
6.00
846.34
N/A
N/A
0.5771 0.5714
0.34
0.1943
2.9778
6.34
847.00
N/A
N/A
0.5993 0.5825
0.66
0.3824
3.3601
7.00
848.00
N/A
N/A
0.6336 0.6165
1.00
0.6105
3.9706
8.00
848.34
N/A
N/A
0.6445 0.6390
0.34
0.2173
4.1879
8.34
850.00
N/A
N/A
0.6977 0.6657
1.66
1.1085
5.2964
10.00
3F) STRUCTURE
34)
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 3 :
TRASH RACK +� •r.. EMERGENCY SPILLWAY
-11r= �J )IJI JI11 )I
V MIN. li= i{i=li i=II i=lili=Ill=sill= 2p.
eE JI1h 1mJ ill =1111=J111=1111=1111 1111 1111 IS,
2°�1S�flJf IIl111 iiIlJHllll11111111111J111111111111111N111111111111111'HI\IlJlll ll{I11111111J111=11F
liii�llii=1111�i111=1iil�iiil�llil�llil�i111 i I�ilil�liii=llTi�llii�
BARREL
PIPE
1
ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
TRASH RACK CREST EL. 850.00 RISER BUOYANCY CALCULATION
1' FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 848.34 times the upward force.
NORMAL POOL EL. 846.34 1' MIN.
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I 1
I "SQUARE I
I CONCRETE I 72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL, 843.50 1 RR 6 34i \ \ Height Approximately 7
\� A�AV AV A \ �i Weight = 17,170 lb
I I
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F_____ <- Where:
1 • • ° I
I a • °f
--- ---------I \J III
Riser Weight = 17,170 lb
BOTTOM OF POND EL. 840.00 d . d ° ' ° d•• 36" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
• • d °
ANTI -FLOTATION RISER FILL ANTI -FLOTATION BLOCK (IF APPLICABLE) Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
(IF APPLICABLE) Structure Weight = 17,170 lb + 3675 lb = 20845 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
72 SQUARE CONCRETE RISER ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
° d 1
d • 9 ° • -4 • ° 20845 lb > 13,478.4 lb x 1.25
° • °d 20845 Ib > 16,848 Ib
PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
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prepared by me or under my direct personal
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knowledge and belief and that I am a duly
licensed Professional Engineer under the SHEET NUMBER
laws of the State f of o h Carolina. 048820
-1 - ''FNGINE��'' • -
(Signature) , , , , , �Q`
Date: August 25, 2021 '�i,���il/ p `1�11�;```�•`' 15 OF 34
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' WASTE ROCK PILE \
ACCESS ROAD OUTLET PROTECTION
(SEE SHEET 34 OF 34) TEMPORARY
BASIN ACCESS ROAD NAD-83
/ NC-SPCS
kPRINCIPLE SPILLWAY 72" SQUARE
CONCRETE RISER W/ TRASH RACK
B BOTTOM OF POND / AND 46 FT OF 30 IN. CMP
EL. 870.00 OFFSET CHUTE SECTION TO PICK
♦ • ♦ ♦ UP PRIMARY OUTLET PIPE DISCHARGE
'♦♦♦♦ ♦♦♦♦♦ + SILT FENCE
♦ ♦ ♦ ♦ r � (SEE SHEET 32 OF 34)
VEGETATED EXIT CHANNEL
TEMPORARY101
.r.-.-.r.-.
BASIN ACCESS ROAD X X _ X _ _ X - X
EMERGENCY SPILLWAY
CREST OF POND LEVEL CONTROL SECTION f "r V 7�
EL. 880.00 (SEE DETAILS THIS SHEET)
20 FT
---
50% CLEAN OUT EL. 874.26 /� t
EMERGENCY SPILLWAY % 1�
NORMAL POOL EL. 877.45 CHUTE SECTION
POROUS BAFFLES (TYP.) (SEE DETAILS THIS SHEET) MINE PERMIT BOUNDARY
(SEE SHEET 32 OF 34
)
PLAN VIEW: SEDIMENT BASIN NO. 8
SCALE: 1" = 50'
50% CLEAN OUT EL. 874.26
FUTURE 20 FT. BENCH NORMAL POOL EL. 877.45
900 Q25 HWD EL. 878.45
EMERGENCY SPILLWAY
L. 878.45
-CREST 880.0
0--1%---
BOTTOM EL. 870.0
850
14 FT ACCESS RD.
CHANNEL
EXISTING GROUND
20 ft.
A
a
c
0
n
E 900
m
1_
850
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00
Cross Section A-APRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
Scale: 1" = 50'
50% CLEAN OUT EL. 874.26
NORMAL POOL EL. 877.45
900 Q25 HWD EL. 878.45
BOTTOM EL. 870.0
850
800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section B-B'
:30" CMP Scale: 1" = 50'
FILL MATERIAL--\
_1 L
W/ TRASH RACK AND 46' FT OF 30" CMP
900
14 FT ACCESS
CREST EL. 850.00
EXISTING GROUND
3+00 3+50
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
850
800
4+00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
56.18
v
2
50.00 ft.
Channel Design (Non -Erodible) Wetted Perimeter: 52.45
Area of Wetted Cross Section: 27.97
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000
Right Side Slope 2.00:1 Manning's n of Channel: 0.0175
Base Dimension: 50.00
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1
2
1
24.5
20.00 ft.
EXIT CHANNEL DETAIL
N.T.S.
31
2
- 20.00 ft.
SEDIMENT BASIN NO. 8 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
50.3563 cfs
Water Surface Elevation:
878.45 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 8 Principle Spillway, Drop Pipe
Riser Top Elev:
877.45 ft
Riser Base Elev:
870.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
46.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
874.62 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
50.36 cfs
1 0.1.Mft. Freeboard
2
0.$�tft F board
2
Discharge: 49.39 cfs
Depth of Flow: 0.55 feet
Velocity: 1.77 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.66
Area of Wetted Cross Section: 2.99
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 49.36 cfs
Depth of Flow: 0.15 feet
Velocity: 16.53 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slope
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 22.59
Area of Wetted Cross Section: 12.25
Channel Slope: 1.0000
Manning's n of Channel: 0.0245
Discharge: 49.38 cfs
Depth of Flow: 0.58 feet
Velocity: 4.03 fps
Channel Lining: Vegetated
Freeboard: 1.00 feet
RISER DETAILS
mft. Freeboard
2
880.00
879.00
878.00
877.00
J 876.00
2
c
0 875.00
CZ
>
a)
Lu 874.00
873.00
872.00
871.00
870.00
0.00
Stage Storage Curve
SEDIMENT BASIN NO. 8
EMERGENCY SPI LWAY (878.45)
PRINCIPAJ SPILLWAY (877.45
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 8
RE
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
870.00
N/A
N/A
0.2648
871.00
N/A
N/A
0.2922
0.2785
1.00
0.2734
0.2734
1.00
872.00
N/A
N/A
0.3194
0.3058
1.00
0.3008
0.5742
2.00
873.00
N/A
N/A
0.3473
0.3333
1.00
0.3283
0.9025
3.00
874.00
N/A
N/A
0.3759
0.3616
1.00
0.3564
1.2589
4.00
874.26
N/A
N/A
0.3836
0.3797
0.26
0.0988
1.3577
4.26
875.00
N/A
N/A
0.4053
0.3906
0.74
0.2864
1.6442
5.00
876.00
N/A
N/A
0.4354
0.4203
1.00
0.4148
2.0590
6.00
877.00
N/A
N/A
0.4660
0.4507
1.00
0.4451
2.5041
7.00
877.45
N/A
N/A
0.4801
0.4731
0.45
0.2129
2.7170
7.45
878.00
N/A
N/A
0.4974
0.4817
0.55
0.2631
2.9801
8.00
878.45
N/A
N/A
0.5107
0.5040
0.45
0.2268
3.2069
8.45
880.00
N/A
N/A
0.5564
0.5269
1.55
0.8212
4.0282
10.00
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34
TRASH RACK AkEMERGENCY SPILLWAY
=11Ti=`l�l� II 1 1
1' MIN. ,1=111=llll=fill=fill=fill=fill= 20.
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ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
TRASH RACK
RISER BUOYANCY CALCULATION
+ CREST EL. 880.00
V FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH fEMERGENCY SPILLWAY EL. 878.45
times the upward force.
NORMAL POOL EL. 877.45
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1
F
72" Square Concrete Riser
EXISTING GRADE /50-10 CLEANOUT EL. 874.26
i CONCRETE i
I RISER I
I 7.45' I
�\ \\\\\ \� \ \ I
Height = Approximately 8'
Weight 19,1201b
I I
III
I
IF--7
----- a--------1
Where:
1.. < ° °.
d. °
I_----�------I
Riser Weight = 19,220 Ib
° °°
BOTTOM OF POND EL. 870.00
.d °
° "° °° °
30" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 Ib
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 Ib + 3675 Ib = 22795 Ib
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 17971.2 Ib
72" SQUARE CONCRETE RISER
ANTI FLOTATION BLOCK (IF APPLICABLE)
d
°
9
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
22795 Ib > 13,478.4 Ib x 1.25
°
A
22795 Ib > 22,464 Ib
PLAN VIEW
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
BARREL
PIPE
ANTI SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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I hereby certify that this document was ��CARO�,��
prepared by me or under my direct personal ��
supervision and is correct to the best of my Q p4�S5/0M'
knowledge and belief and that I am a duly : Q� `���: Y
licensed Professional Engineer under the = SEAL
laws of the State of o h Carolina. 048820 pc SHEET NUMBER
(Signature)
Date: August 25, 2021 ��i��C��ijj D. ,1,1�� ;`�16 OF 34
!1l1I1111�

MINE PERMIT BOUNDARY
Q
WASTE ROCK PILE
ACCESS ROAD
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
TEMPORARY
BASIN ACCESS ROAD III
EMERGENCY SPILLWAY SILT FENCE
LEVEL CONTROL SECTION (SEE SHEET 32 OF 34)
(SEE DETAILS THIS SHEET)
EMERGENCY SPILLWAY /
CHUTE SECTION
(SEE DETAILS THIS SHEET) /
CENTERLINE CUTOFF TRENCH
TOP OF POND X - X -
EL. 860.00 X
PRINCIPLE SPILLWAY 72" SQUARE -�
CONCRETE RISER W/ TRASH RACK
AND 51 FT OF 30 IN. CMP
B OUTLET PROTECTION
BOTTOM (SEE SHEET 34 OF 34)
NORMAL POOL EL. 856.07
50% CLEAN OUT EL. 853.51
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
PLAN VIEW: SEDIMENT BASIN NO. 9
SCALE: 1" = 50'
OF POND
EL. 850.00
B'
NAD
NC -
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1
2
27.72
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
i- Wetted Perimeter: 24.17
1.00ft. Freeboard Area of Wetted Cross Section: 20.37
0.93 ft. _T Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 48.83 cfs
Depth of Flow: 0.93 feet
Velocity: 2.40 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL
Channel Design (Non -Erodible)
CHUTE SECTION
Channel Type: Trapezoidal, Equal Side Slopes
N.T.S.
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
14.8824
Wetted Perimeter: 10.99
Area of Wetted Cross Section: 2.30
1 1 0 .200tft. Freeboard
2 2
10.00 ft.�
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 48.81 cfs
Depth of Flow: 0.22 feet
Velocity: 21.19 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
900 50% CLEAN OUT EL. 853.51
Q25 HWD EL. 857.07 NORMAL POOL EL. 856.07
EMERGENCY SPILLWAY
EL. 858.07
CREST 860.0 -
850 z
BOTTOM EL. 850.0
800
0+00 0+50 1+00 1+50
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 51 FT OF 30" CMP
0
- - __ - - - - - - - - -
2+00 2+50 3+00 3+50
Cross Section A -A'
Scale: 1" = 50'
50% CLEAN OUT EL. 853.51 NORMAL POOL EL. 856.07
900 14 FT ACCESS 900
Q25 HWD EL. 857.07 CREST EL. 850.00
FUTURE 20 FT BENCH
000,00 850 ?'7 ` 850
BOTTOM EL. 850.0
800 800
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 860.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 858.07
times the upward force.
NORMAL POOL EL. 856.07
1' MIN.
1
� 2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1F
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 853.51�7
CONCRETE I
RISER i
1 6.07' 1 �V ��� �V �� A� 11� I
I I
Height Say 6
Weight = 15,220 lb
I I
-----;--------
Where:
'j
�� ������� ��
-�- _--- -
Riser Weight = 15,220 lb
BOTTOM OF POND EL. 850.00 d <
d °` ° , A. °
30" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
°
a ° ° de a d° a
° d °
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft'= 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
d
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 lb > 13,478.4 lb x 1.25
°
a
18895 lb > 16,848 Ib
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
4+00 4+50 5+00 5+50
SEDIMENT BASIN NO. 9 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
51.3860 cfs
Water Surface Elevation:
857.07 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 9 Principle Spillway, Drop Pipe
Riser Top Elev:
856.07 ft
Riser Base Elev:
850.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
51.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
853.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
51.39 cfs
•11
850
800
6+00
860.00
859.00
858.00
857.00
J 856.00
U)
855.00
a)
LU 854.00
853.00
852.00
851.00
850.00
Stage Storage Curve
SEDIMENT BASIN NO. 9
860.
EMERG NCY SPILLWAY (858. )
PRINCIPAL 3PILLWAY (856.07)
0Z
CLEAN OUT LEVEL (853.51)
)0 STRUCTURE
D.00
0.70
1.40 2.10
2.80
3.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 9
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
850.00
N/A
N/A
0.1961
851.00
N/A
N/A
0.2254 0.2108 1.00
0.2052
0.2052
1.00
852.00
N/A
N/A
0.2546 0.2400 1.00
0.2345
0.4397
2.00
853.00
N/A
N/A
0.2848 0.2697 1.00
0.2641
0.7038
3.00
853.51
N/A
N/A
0.3007 0.2928 0.51
0.1502
0.8541
3.51
854.00
N/A
N/A
0.3158 0.3003 0.49
0.1444
0.9985
4.00
855.00
N/A
N/A
0.3479 0.3319 1.00
0.3260
1.3244
5.00
856.00
N/A
N/A
0.3807 0.3643 1.00
0.3582
1.6826
6.00
856.07
N/A
N/A
0.3831 0.3819 0.07
0.0267
1.7093
6.07
857.00
N/A
N/A
0.4143 0.3975 0.93
0.3646
2.0739
7.00
858.00
N/A
N/A
0.4488 0.4315 1.00
0.4252
2.4991
8.00
858.07
N/A
N/A
0.4511 0.4499 0.07
0.0315
2.5306
8.07
860.00
N/A
N/A
0.5139 0.4814 1.93
0.9249
3.4555
10.00
FILL MATERIAL
1L
2'�
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r- 2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34
TRASH RACK =JI 1�=�I I �JIJI•1111 r1111_= EMERGENCY SPILLWAY
1' MIN. 11=l111=1111=Illl=llll=llll=llll= "o
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tis�° Il-=llll=llll=1111=1111=Illl=llll=llll=llll=llll=1111= �O'°F
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ANTIFLOTATION BLOCK
CUT-OFF
SECTIONAL VIEW t
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
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I hereby certify that this document was
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supervision and is correct to the best of my Q •pF�SS�O '•. 2
knowledge and belief and that I am a dulySEALS
licensed Professional Engineer under the = - SHEET NUMBER
laws of the Stqtg of North /Carolina. � - : 048820 C17 Z
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(Signature) • . , , , , , , •''
Date: August 25, 2021 �*i.�GCfij/ B. WN� 17 OF 34
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EMERGENCY SPILLWAY DETAIL
CONCENTRATE PLANT/CONVERSION PLANT
CONVEYOR CONVEYOR ACCESS ROAD NO. 1
EMERGENCY SPILLWAY
CHUTE SECTION I
(SEE DETAILS THIS SHEET)
NAD-83
NC-SPCS
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
( SHEET)
SEE DETAILS THIS
•
30 ft. Stream Buffer
CREST OF POND
EL. 819.50
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
DITCH NO.4b
PRINCIPLE SPILLWAY 72" SQUARE
CONCRETE RISER W/ TRASH RACK
AND 50 FT OF 36 IN. CMP t
100
''•
1 11
•loan, • •
1\! •
FI■1
NORMAL POOL EL. 815.88
I
50% CLEAN OUT EL. 813.29
�I
SILT FENCE
(SEE SHEET 32 OF 34) �x
I
I
DELINEATED I ;
WETLA
NDS I
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
1
I
/\,
A'
x
DITCH NO. 26
PLAN VIEW: SEDIMENT BASIN NO. 10
SCALE: 1" = 50'
RISER DETAILS
FLUME
LEVEL CONTROL SECTION
N.T.S.
58.47 ft. � g2 f
�0�'f ft. Freeboard
2 2
52.00 ft.
Channel Design (Non -Erodible) Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Discharge: 62.83 cfs
Right Side Slope 2.00:1 Depth of Flow: 0.62 feet
Base Dimension: 52.00 Velocity: 1.91 fps
Wetted Perimeter: 54.76 Channel Lining: Grouted Rock Rip Rap
Area of Wetted Cross Section: 32.88 Freeboard: 1.00 feet
Channel Design (Non -Erodible)
EMERGENCY SPILLWAY DETAIL
N.T.S.
24.68 ft.
0.17 t
1 1 1.0 ft. Freeboard
2 20.00 ft. 2
ore
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.76
Area of Wetted Cross Section: 3.46
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 62.85 cfs
Depth of Flow: 0.17 feet
Velocity: 18.18 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 813.29
850 Q25 HWD EL. 816.88 NORMAL POOL EL. 815.88
EMERGENCY SPILLWAY
EL. 817.88
CREST 819.50
- - - - - - - - - - - - - - 21
800 BOTTOM EL. 810.00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 50 FT OF 36" CMP
750
0+00 0+50 1+00
50% CLEAN OUT EL. 813.29
850 Q25 HWD EL. 816.88
CREST 819.50
800
0+00 0+50
1+50 2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
NORMAL POOL EL. 815.88 850
BOTTOM EL. 810.00
1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 819.50
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 817.88
times the upward force.
NORMAL POOL EL. 815.88
1- MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I
1 F
SQUARE
72" Square Concrete Riser
o
EXISTING GRADE 50 /o CLEAN�OUTL. 813.29
CONCRETE i
RISER
I I �5.88'� �� , ���\
Height = Say 6'
Weight = 15,220 lb
-----;--------
Where:
Riser Weight = 15,220 lb
° d°°
BOTTOM OF POND EL. 810.00 d .
a ° ° °
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
a a d e
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
72" SQUARE CONCRETE RISER
ANTI FLOTATION BLOCK (IF APPLICABLE)
° d
s
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
° °' ° °
18895 lb > 13,478.4 lb x 1.25
°
ad
18895 lb > 16,848 lb
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
14 FT ACCESS
CREST EL. 819.50 800
2+00 2+50
3+50
4+00 4+50
SEDIMENT BASIN NO. 10 PRINCIPLE SPILLWAY
C11Iii[.iR
'$e
850
750
5+00
Total Discharge:
79.9200 cfs
Water Surface Elevation:
816.88 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 10
Principle Spillway, Drop Pipe
Riser Top Elev:
815.88 ft
Riser Base Elev:
810.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
50.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
812.21 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
79.92 cfs
Stage Storage Curve
SB-10
820.00
818.00
816.00
814.00
812.00
F STRUCTURE
10)
Y (817.88)
810.00
0.00
0.90
1.80
2.70
3.60
4.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-10
ELEV.
Width
LENGTH
AREA AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
810.00
N/A
N/A
0.3091
811.00
N/A
N/A
0.3407 0.3249
1.00
0.3191
0.3191
1.00
812.00
N/A
N/A
0.3722 0.3564
1.00
0.3507
0.6699
2.00
813.00
N/A
N/A
0.4046 0.3884
1.00
0.3826
1.0525
3.00
813.29
N/A
N/A
0.4141 0.4094
0.29
0.1168
1.1693
3.29
814.00
N/A
N/A
0.4379 0.4213
0.71
0.2984
1.4677
4.00
815.00
N/A
N/A
0.4722 0.4550
1.00
0.4489
1.9166
5.00
815.88
N/A
N/A
0.5031 0.4876
0.88
0.4291
2.3457
5.88
816.00
N/A
N/A
0.5073 0.4897
0.12
0.0543
2.4000
6.00
817.00
N/A
N/A
0.5434 0.5253
1.00
0.5189
2.9189
7.00
817.88
N/A
N/A
0.5759 0.5596
0.88
0.4925
3.4114
7.88
818.00
N/A
N/A
0.5803 0.5619
0.12
0.0627
3.4741
8.00
819.50
N/A
N/A
0.6304 0.6054
1.50
0.9034
4.3775
9.50
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
FILL MATERIAL
2' MAXIMUM IF NOT CUT TO BEDROCK
1L
2'
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE 1 1 v
TRASH RACK SEE SHT 34 OF 34 .r'• t ; .;r .
=111 �I LJIJI�IIJI IIJI EMERGENCY SPILLWAY
1' MIN. 1i=1111=I111=1Ui=llll=lUl=1111= Zo.
Q�=JI11=1111=1111 1111=JI11=JIJI�IIJI-JIJI=Jill _ 1s�
tis�-° i1=llil=llil=llll=llll=111l=IUl=llll=lUi=llll=lUi= °pF
ti° -JIJI=JIJI=JIJI` fill =1111=JIJI=J111 JIJI=JIJI Jill `=JIJI=JIJI=JI
=11i1=JIJI=1u1=I11��liu�lili=ll11==JIJI=1111�11�=llll=lUl=llll=llil�
ANTIFLO A ION BLOCK
SECTIONAL VIEW t CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
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NOT TO SCALE W_ Q
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I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my Q 'pF�SS�O '•. 2
knowledge and belief and that I am a dulySEALS
licensed Professional Engineer under the - = - SHEET NUMBER
laws of the Stet of orth Carolina. � 5 : 048$20
(Signature) •.,,,,,,•'���
Date: August 25, 2021 ��",ro ij/ p �`�� 18 OF 34
W
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NAD
NC-'
DITCH NO. 31
SILT FENCE
(SEE SHEET 32 OF 34)
�X X
NORMAL POOL EL. 776.27 /
f
? 50% CLEAN OU 773.19 x
EMERGENCY SPILLWAY \
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
i I I
EMERGENCY SPILLWAY k
CHUTE SECTION /
(SEE DETAILS THIS SHEET)
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34) I
CREST OF POND
EL. 780.00
DITCH NO. 28 B �
72
FLUME
i/
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
� PRINCIPLE SPILLWAY 72" SQUARE
CONCRETE RISER W/ TRASH RACK
AND 60 FT OF 24 IN. CMP
1
,
' 0 �
J �
FLUME
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
� r
ry Z14AFW Sail! pum P Ap- P-map d-
NAPA
FLUME
PLAN VIEW: SEDIMENT BASIN NO. 11
SCALE: 1" = 50'
RISER DETAILS
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
26.93 ft.
1
2
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 23.27
1.00ft. Freeboard Area of Wetted Cross Section: 15.72
- I Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 32.48 cfs
Depth of Flow: 0.73 feet
Velocity: 2.07 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL Channel Design (Non -Erodible)
CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
N.T.S. Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 10.77
14.69 ft. 0.17 Area of Wetted Cross Section: 1.79
t
1 1 1.0 ft. Freeboard Channel Slope: 50.0000
2 I 10.00 ft.2 Manning's n of Channel: 0.0175
-1
Discharge: 32.48 cfs
Depth of Flow: 0.17 feet
Velocity: 18.15 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 773.19
Q25 HWD EL. 777.27
EMERGENCY SPILLWAY
EL. 778.27
800
CREST 780.00
,• _*,a
750
0+00
EXISTING GROUND
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 60 FT OF 24" CMP
:M
NORMAL POOL EL. 776.27
800
BOTTOM EL. 768.00
750
70+50 1+00 1+50 2+00
Cross Section A -A'
Scale: 1" = 50'
50% CLEAN OUT EL. 773.19
Q25 HWD EL. 777.27 �
NORMAL POOL EL. 776.27
BOTTOM EL. 768.00
750
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 780.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 778.27
times the upward force.
NORMAL POOL EL. 776.27
1' MIN.
1 7__2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I
1
RE
72" Square Concrete Riser
°
EXISTING GRADE 50 /° CLEANOUTEL. 773.19
i CONCRETE I
R8.27' �� ��� ��
Height = Approximately 9'
Weight = 21,070 lb
� ����
I I
�----- a --------
Where:
1 .`
1
1---
��� ����� ��
- ------ --
Riser Weight = 21,070 lb
•� °
° a^°
BOTTOM OF POND EL. 768.00 d .
, ° ° ° •
24" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
°
a
a e ° e da
A a �
Weight of Concrete Base = (7 ft x 7 ft x 0.75 ft) x 150 Ib/ft3 = 5,512.5 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 21,070 lb + 5,512.5 lb = 26,582.5 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 324 ft' x 62.4 Ib/ft3 = 20,217.6 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
" 4 A e . ,
26,582.5 lb > 20,217.6 lb x 1.25
° °,
4 4 4
26,582.5 Ib > 25,272 Ib
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
750
2+50 3+00
10 FT ACCESS
CREST EL. 780.00
780.00
779.00
778.00
777.00
J 776.00
� 775.00
0
j 774.00
2
LLJ 773.00
772.00
771.00
770.00
769.00
768.00
0.00
ELEV
(ft)
768.00
770.00
772.00
773.19
774.00
776.00
776.27
777.27
778.00
780.00
FILL MATERIAL
Stage Storage Curve
SEDIMENT BASIN NO. 11
I 0
'
N
0
'
N
Q
0.50
1.00 1.50
2.00
2.50
•
Accumulative Storage (Acre -Ft)
Storage volume computations
m
SEDIMENT BASIN NO. 11
'
m
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
N/A
N/A
0.0713
N/A
N/A
0.1071 0.0892 2.00
0.1716
0.1716
2.00
N/A
N/A
0.1455 0.1263 2.00
0.2450
0.4166
4.00
N/A
N/A
0.1701 0.1578 1.19
0.1874
0.6039
5.19
N/A
N/A
0.1869 0.1662 0.81
0.1369
0.7408
6.00
N/A
N/A
0.2316 0.2092 2.00
0.4098
1.1506
8.00
N/A
N/A
0.2381 0.2348 0.27
0.0634
1.2140
8.27
N/A
N/A
0.2620 0.2468 1.00
0.2500
1.4640
9.27
N/A
N/A
0.2794 0.2555 0.73
0.1882
1.6522
10.00
N/A
N/A
0.3255 0.3024 2.00
0.6002
2.2524
12.00
C:
Of
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SEDIMENT BASIN NO. 11 PRINCIPLE SPILLWAY
1
Outflow
1
Total Discharge: 38.9828 cfs
Water Surface Elevation: 777.27 ft
2
�_
Tailwater Elevation: 0.00 ft
Detention Base Elevation: 0.00 ft
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
Outlet #1: Sediment Basin 11 Principle Spillway, Drop Pipe
PROCTOR MAX. DRY DENSITY
Riser Top Elev: 776.27 ft
WITHIN ±2% OPTIMUM MOISTURE
Riser Base Elev: 768.00 ft
CUTOFF TRENCH DETAIL CONTENT
Riser Diameter: 72.00 in
N.T.S.
Orifice Coefficient: 0.50
Weir Coefficient: 3.33
Culvert Length: 60.00 ft
Culvert Diameter: 24.00 in
Culvert Invert In: 771.00 ft
Culvert Friction Coefficient: 0.02
0
Z
o
Culvert Entrance Loss Coefficient: 0.90
N
O
�
NJ
Discharge: 38.98 cfs
J
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U
Q
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Lz
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34>. b., ::.z;;�
=JI 1= I I JIJI 1111 1111_= EMERGENCY SPILLWAY
1' MIN. 11=llll=lilt=llll=llll=llll=llll= �o,
Q�=JIJhJIJI-=IIJI-1111111111111111=1111=f1J1�'zSZ
tis�° Il-=llll=llll=1111=111(=IIII=IIII=IIII=IIII=Illl=1111= °'°F
Jill _=JIJI=JIJI=1111 Jill1111�1111.`=1111.`=1111-= Jill ]�11
==I111=Illl=lUl=llll==llll==llH==l(II==IIII==IUI�I�L=llll=llll==llll==1111.- _
i.4i Li"i Y
ANTIFLOTATION BLOCK
SECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
� PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
00
NOT TO SCALE
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I hereby certify that this document was `��% % C,q�O?.,�
prepared by me or under my direct personal
supervision and is correct to the best of my Il��•�FESSI°''•C�2';
knowledge and belief and that I am a duly = = Q� SEALr.
licensed Professional Engineer under the = SHEET NUMBER
laws of the Stateof o h Carolina. 04$820
(Signature)
Date: August 25, 2021 l�i,�C �. `,��`� 1 9 OF 34
t!r!!l1111S��,

FLUME
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
/I
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FLUME
k /
ITCH NO. 32
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
�- B 1
'IX
NAD-83
NC-SPCS
+
+\
l \ \
x
CREST OF POND
EL. 760.00
+ 50% CLEAN OUT EL. 753.93
NORMAL POOL EL. 756.31
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
EMERGENCY SPILLWAY
CHUTE SECTION
X (SEE DETAILS T IS SHEET)
XI
1
X PRINCIPLE SPILLWAY
1 72" SQUARE CONCRETE RISER W/ TRASH RACK
X AND 55 FT OF 36 IN. CMP
X
I
X SILT FENCE
1 (SEE SHEET 32 OF 34)
X
I
X
1
X
I
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
�Ar
DITCH NO. 35
PLAN VIEW: SEDIMENT BASIN NO. 12
SCALE: 1" = 50'
RISER DETAILS
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1
2
46.75 ft.
40.00 ft.
Channel Design (Non -Erodible)
EMERGENCY SPILLWAY DETAIL Channel Type: Trapezoidal, Equal Side Slopes
CHUTE SECTION Dimensions: Left Side Slope 2.00:1
N.T.S. Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.72
Area of Wetted Cross Section: 3.29
24.65 ft.
0.1 gg fft Channel Slope: 50.0000
1 1 56tit. Freeboard Manning's n of Channel: 0.0175
2 20.00 ft. 2 Discharge: 57.93 cfs
Depth of Flow: 0.16 feet
Velocity: 17.61 fps
Channel Lining: Grouted Riprap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 753.93
Q25 HWD EL. 757.31
800 800
NORMAL POOL EL. 756.31
EMERGENCY SPILLWAY
2 EL. 758.31
750 ?� -CREST 760.0 750
BOTTOM EL. 751.
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/TRASH RACK
EXISTING GROUND AND 55' OF 36" CMP
700 700
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A'
800
I
750
Scale: 1" = 50'
50% CLEAN OUT EL. 753.93
Q25 HWD EL. 757.31 �
NORMAL POOL EL. 756.31
BOTTOM EL. 751.0
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: 40.00
gg f Wetted Perimeter: 43.08
0 f OOtft.� board Area of Wetted Cross Section: 28.46
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 57.97 cfs
Depth of Flow: 0.69 feet
Velocity: 2.04 fps
Channel Lining: Grouted Riprap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 12 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
79.9200 cfs
Water Surface Elevation:
757.31 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 12
Principle Spillway, Drop Pipe
Riser Top Elev:
756.31 ft
Riser Base Elev:
751.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
55.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
752.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
79.92 cfs
750
10 FT ACCESS
CREST EL. 760.00
L EXISTING GROUND
700 700
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
+ CREST EL. 760.00
�E
1' FREEBO7%ERGENGY
IEMERGENCY
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
SPILLWAY DEPTH SPILLWAY EL. 758.31
times the upward force.
NORMAL POOL EL. 756.31
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
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1
72" Square Concrete Riser
�500/2 CLEANOUT EL. 753.93RISERWei
EXISTING GRADEI
CONCRETE
I
��
Height = Approximately 6'
Weight
ht - 15,220 Ib
I 5.31' I
I
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ere:
.�
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--� --------
Riser Weight = 15,220 lb
° d°°
BOTTOM OF POND EL. 751.00 d .
d • ° ° °
436"
DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
• ° ° • d°
° d
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft'= 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
72" SQUARE CONCRETE RISER
ANTI FLOTATION BLOCK (IF APPLICABLE)
°
1
°
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
•
°
° • d ° • 9
• • •
°
18895 lb > 13,478.4 lb x 1.25
°.A
18895 lb > 16,848 lb
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
Stage Storage Curve
SEDIMENT BASIN NO. 12
760.00
759.00
758.00
J 757.00
c
O 756.00
CZ
>
a>
U-1 755.00
754.00
753.00
752.00
751.00
STRUCTURE
0.00
0.50 1.00
1.50
2.00 2.50 3.00 3.50
4.00
4.50 5.00
5.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 12
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
751.00
N/A
N/A
0.4071
752.00
N/A
N/A
0.4457 0.4264 1.00
0.4192
0.4192
1.00
753.00
N/A
N/A
0.4845 0.4651 1.00
0.4579
0.8771
2.00
753.93
N/A
N/A
0.5218 0.5031 0.93
0.4699
1.3470
2.93
754.00
N/A
N/A
0.5244 0.5044 0.07
0.0271
1.3741
3.00
755.00
N/A
N/A
0.5654 0.5449 1.00
0.5373
1.9114
4.00
756.00
N/A
N/A
0.6077 0.5865 1.00
0.5787
2.4900
5.00
756.31
N/A
N/A
0.6211 0.6144 0.31
0.1905
2.6805
5.31
757.00
N/A
N/A
0.6509 0.6293 0.69
0.4308
3.1113
6.00
758.00
N/A
N/A
0.6954 0.6732 1.00
0.6649
3.7762
7.00
759.00
N/A
N/A
0.7410 0.7182 1.00
0.7098
4.4860
8.00
760.00
N/A
N/A
0.7792 0.7601 1.00
0.7566
5.2426
9.00
FILL MATERIAL
1L
2'
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE u v v 1 V
TRASH RACK SEE SHT 34 OF 34 F . ar' : •;r
ill IjI I�JIJI JIJIJIJI EMERGENCY SPILLWAY
1' MIN. 11=I111=I111=1111=1111=1111=1111= ?p.
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tis�-° 1(. Ilil=llll=llil=1111=I111=IU1=1111=IU1=1111=1U1= °'°F
JIJI,=JIJI=IIJI=JIJI=JIJI=JIJI_= Jill =Jill =JIJI=1111=JIll=JIJI=JI
lli1=IU1�1111=IU1=1UI:=1U1=I111=IU1-1111�1�=gI1�lU1:=ll11=11i1�
ANTIFLO A ION BLOCK
SECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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1 hereby certify that this document was ����,(`' CA t?n f,
prepared by me or under my direct personal
supervision and is correct to the best of my Q�•pF�SS/°'••,°�2%
knowledge and belief and that I am a duly = Q� SEAL{••'
licensed Professional Engineer under the = = = SHEET NUMBER
laws of the Sta of o h arolina. = �4$820
(Signature)
Date: August 25, 2021 ���/ �. w1� �� 20 OF 34
�!!l!lllltti��,

PLANT PAD AREA
DA-44
NA wNC PCs
UD-4
50% CLEAN OUT
EL. 848.36
DA-45
PRINCIPLE SPILLWAY
72" SQUARE RISER W/ TRASH RACK
AND 50 FT OF 36 IN CMP
,,
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
,,
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34) -\
NORMAL POOL
EL. 850.97
''VA
PLAN VIEW: SEDIMENT BASIN NO. 13
SCALE: 1" = 50'
CREST OF POND
EL. 854.00
B
SCREENING
BERM
UA-4
DITCH NO. 43
PLANT ENTRANCE
i
SILT FENCE
(SEE SHEET 32 OF 34)
i
i
i
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
Channel Design (Non -Erodible)
N.T.S.
856.00
Channel Type: Trapezoidal, Equal Side Slopes
\
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
28.13 ft.
1.00ft. Freeboard
Wetted Perimeter: 24.61
1
T
Area of Wetted Cross Section: 22.75
853.00
1.03 ft. t
2
Channel Slope: 0.1000
20.00 ft.
Manning's n of Channel: 0.0175
J
07
Discharge: 57.98 cfs
Depth of Flow: 1.03 feet
850.00
Velocity: 2.55 fps
>
Channel Lining: Grouted Rock Rip Rap
W
Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL
847.00
CHUTE SECTION
65 ft.
1 I1 O'1.00ftFreeboard
2 20.00 ft. 2
•11
CREST 854.0
850
50% CLEAN OUT EL. 848.36
Q25 HWD EL. 851.97
NORMAL POOL EL. 850.97
Emergency Spillway
851.97
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.72
Area of Wetted Cross Section: 3.29
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 57.99 cfs
Depth of Flow: 0.16 feet
Velocity: 17.61 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
21
BOTTOM EL. 844.0
PRINCIPLE SPILLWAY EXISTING GROUND
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50' OF 36" CMP
0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00
Cross Section A -A'
900 900
50% CLEAN OUT EL. 848.36 NORMAL POOL EL. 850.97
Q25 HWD EL. 851.97
850 850
2•� 2•
BOTTOM EL. 844.0
800 800
0+00 0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 854.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 851.97
times the upward force.
NORMAL POOL EL. 850.97
V MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I72" I
1�
SQU813E
72" Square Concrete Riser
oCONCRETE
EXISTING GRADE 50 �CLEA�NOUT�EL848.36
i
I RISER
I 6.97'
Height = Say 7'
Weight = 17,170 lb
I I
I I
F----- ;---------
Where:
Riser Weight = 17,170 lb
°° ° d•°
BOTTOM OF POND EL. 844.00 d .
° °' ° °
, °
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
< ° A d°
A d
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 17,170 lb + 3675 lb = 20845 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
72 SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
° d
9
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
4 °
°a
20845 lb > 13,478.4 lb x 1.25
20845 Ib > 16,848 lb
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
Scale: 1" = 50'
SEDIMENT BASIN NO. 13 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
74.7720 cfs
Water Surface Elevation:
851.97 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 13
Principle Spillway, Drop Pipe
Riser Top Elev:
850.97 ft
Riser Base Elev:
844.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
50.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
847.97 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
74.77 cfs
•11
800
5+50
Stage Storage Curve
SB-13
T
PRI
�EMERGENGY
CIPAL SPILLWAY (
SPILLWAY (851.9
50.97)
CLEAJOUI
LEVEL (848.36)
)P OF STRUCTURE
54.00)
844.00
0.00
0.70
1.40
2.10
2.80
3.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-13
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
844.00
N/A
N/A
0.1346
845.00
N/A
N/A
0.1763
0.1554
1.00
0.1476
0.1476
1.00
846.00
N/A
N/A
0.2181
0.1972
1.00
0.1895
0.3370
2.00
847.00
N/A
N/A
0.2602
0.2391
1.00
0.2312
0.5682
3.00
848.00
N/A
N/A
0.3028
0.2815
1.00
0.2736
0.8419
4.00
848.36
N/A
N/A
0.3187
0.3107
0.36
0.112
0.9538
4.36
849.00
N/A
N/A
0.3468
0.3248
0.64
0.2048
1.1586
5.00
850.00
N/A
N/A
0.3909
0.3689
1.00
0.3605
1.5191
6.00
850.97
N/A
N/A
0.4345
0.4127
0.97
0.4003
1.9194
6.97
851.00
N/A
N/A
0.4358
0.4133
0.03
0.0047
1.9241
7.00
851.97
N/A
N/A
0.4804
0.4581
0.97
0.4444
2.3685
7.97
852.00
N/A
N/A
0.4818
0.4588
0.03
0.0058
2.3743
8.00
854.00
N/A
N/A
0.5679
0.5249
2.00
1.0393
3.4135
10.00
FILL MATERIAL
1L
2' t�
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r-2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34 At '�.;.;y i .; `: •s'';;��r
TRASH RACK = I�If11=1111-1111-1111 'EMERGENCY SPILLWAY
1' MIN. I1=1111=1111=Illl=llll=1111=1(11= zo.
Q� -1111 1111=11(I- II1I=1111`_1111`_1111 1111 It __'zs�
Il=Ilil=lUi=llil=1111=I1I1=1111=1111=IlIl=ll1l WIN=
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==llll=llll=lll1=1111=Illl=ili(=llil=l(11:=111(�11�==11{(==1111:=1111:=1111.-
ANTIFLO A ION BLOCK
SECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
�- PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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I hereby certify that this document was ����,�� CARp���.
prepared by me or under my direct persona
supervision and is correct to the best of my Si
••,. 2
knowledge and belief and that I am a dulySEAL{..' r
licensed Professional Engineer under the - SHEET NUMBER
laws of the State ofJN9rth Carolina. 048820 pcZ
LU l mot ,/l, , •FNG I NE��'' , �:`
(Signature) . , , , , , , , . �Q`
Date: August 25, 2021 1ijj J7. `I,lNt 21 OF 34
!1l1I1It��

CREST OF POND
EL.855 EMERGENCY SPILLWAY DETAIL
50% CLEAN OUT EL. 849.39 DA.,
DA-48 LEVEL CONTROL SECTION Channel Design (Non -Erodible)
NORMAL POOL EL. 852.34
L EN.T.S. Channel Type: Trapezoidal, Equal Side Slopes
POROUS BAFFLES (TYP.) �� Dimensions: Left Side Slope 2.00:1
(SEE SHEET 32 OF 34) Right Side Slope 2.00:1
Base Dimension: 20.00
DITCH NO. 45 A 26.67 ft.
/ 0 gg ft Wetted Perimeter: 22.97
T.00
(1 aoTro OF POND 1 ft. Freeboard Area of Wetted Cross Section: 14.17
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
EL. 845.00 2 2 Channel Slope: 0.1000
_
20.00 ft. Manning's n of Channel: 0.0175
NAD-83 \ DITCH NO. 46
Discharge: 27.56 cfs
NC-SPCS FLUME
- OUTLET PROTECTION Depth of Flow: 0.66 feet
(SEE SHEET Velocity: 1.95 fps
Channel Lining: Grouted Rock Rip Rap
PRINCIPLE SPILLWAY Freeboard: 1.00 feet
♦ 72" SQUARE RISER W/ TRASH RACK '
AND 50 FT OF 36 IN CMP -B
EMERGENCY SPILLWAY DETAIL
EMERGENCY SPIL WAY Channel Design (Non -Erodible)
1NLE ECTION LEVEL CONTROLS CTION CHUTE SECTION
(SEE DETA S THIS SHEET) N.T.S. Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
1-48 IN CMP EMERGENC SPILLWA Base Dimension: 20.00
0 Z \ CHUTE SE ION � 24.42 ft. Wetted Perimeter: 20.46
(SEE DET ILS THIS, SHE ET' Area of Wetted Cross Section: 2.10
1 1 01 Vtft. Freeboard Channel Slope: 50.0000
O ` DITCH NO. 46 2 20.00 ft. 2 7_ Manning's n of Channel: 0.0175
X
ODischarge: 27.54 cfs
O Depth of Flow: 0.10 feet
Velocity: 13.14 fps
Channel Lining: Grouted Rock Rip Rap
/ Freeboard: 1.00 feet
DITCH NO. 46 50% CLEAN OUT EL. 849.39
Q25 HWD EL. 853.34
900 900
NORMAL POOL EL. 852.34
Emergency Spillway
/ CREST 855.0 853.34
/ 850 850
BOTTOM EL. 845.0 INLET PROTECTION 48 IN CMP - 437' @ 2%
OUTLET PROTECTION
C_ + 800 UNDERDRAIN (UD-4) EXISTING GROUND 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50
PRINCIPLE SPILLWAY Cross Section A -A'
0 72" SQUARE CONCRETE RISER W/ TRASH RACK
S T FENCE AND 50' OF 36" CMP Scale: 1" = 50'
(SEE SHEE 32 OF 34)
� ` C 3 .,
900 900 SEDIMENT BASIN NO. 14 PRINCIPLE SPILLWAY
50% CLEAN OUT EL. 849.39 NORMAL POOL EL. 852.34 Outflow
Q25 HWD EL. 853.34 Total Discharge: 74.7720 cfs
2-36 IN CMPS \ CREST 855.0 Water Surface Elevation: 853.34 ft
� � ft Tailwater Elevation: 0.00
850 850 Detention Base Elevation: 0.00 ft
OUTLET PROTECTION k OTTOM EL. 845.0 Outlet #1: Sediment Basin 14 Principle Spillway, Drop Pipe
X
Riser Top Elev: 852.34 ft
(SEE SHEET 34 OF 34)
Riser Base Elev: 845.00 ft
SILT FENCE
Riser Length: 72.00 in
(SEE SHEET 32 of 34) 800 800 Riser Width: 72.00 in
A \ Orifice Coefficient: 0.50
0+05 0+01 0+15 0+02 0+25 0+03 Weir Coefficient: 3.33
Cross Section B-B' Culvert Length: 50.00 ft
PLAN VIEW: SEDIMENT BASIN NO. 14 Culvert Diameter: 36.00 in
Scale: 1" = 50' Culvert Invert In: 849.34 ft
SCALE: 1" = 50' Culvert Friction Coefficient: 0.02
Culvert Entrance Loss Coefficient: 0.90
RISER DETAILS Discharge: 74.77 cfs
TRASH RACK CREST EL. 855.00 RISER BUOYANCY CALCULATION
V FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 853.34 times the upward force.
NORMAL POOL EL. 852.34 1' MIN.
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I 1 F
RE I 72" Square Concrete Riser
I CONCRETE i Height Approximately 8'
EXISTING GRADE 50 °/o CLEANOUT EL. 849.34 I RISER
7.34' I �V ��V ��A� ��� Weight = 19,120 lb
I I
I I
�----- a -------- Where:
C . I
Riser Weight = 19,220 lb
/ A
BOTTOM OF POND EL. 845.00 dZ.4A
A. ° °°° a 36"DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
d ° a
° e e de
° d e
ANTI -FLOTATION RISER FILL Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
(IF APPLICABLE) ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 19120 lb + 3675 lb = 22795 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 17971.2 lb
72" SQUARE CONCRETE RISER ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
4 A ° a
a ° 22795 lb > 13,478.4 lb x 1.25
°A 22795 Ib > 22,464 lb
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
857.00
854.00
851.00
848.00
845.00
Stage Storage Curve
SB-14me
TOP F S
(855.0 )
EMERG NCY SPILLWAY (85 .34
RINCIPAL SPILLWAY (852.34)
CLEAN OUT LEVEL (849.39)
rRUCTURE
0.00
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
857.00
854.00
851.00
848.00
845.00
Stage Storage Curve
SB-14me
TOP F S
(855.0 )
EMERG NCY SPILLWAY (85 .34
RINCIPAL SPILLWAY (852.34)
CLEAN OUT LEVEL (849.39)
rRUCTURE
0.00
0.40
0.80
1.20
1.60
2.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-14
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
845.00
N/A
N/A
0.0998
846.00
N/A
N/A
0.1162
0.1080
1.00
0.1048
0.1048
1.00
847.00
N/A
N/A
0.1328
0.1245
1.00
0.1213
0.2261
2.00
848.00
N/A
N/A
0.1500
0.1414
1.00
0.1381
0.3642
3.00
849.00
N/A
N/A
0.1679
0.1590
1.00
0.1555
0.5197
4.00
849.39
N/A
N/A
0.1752
0.1715
0.39
0.0675
0.5872
4.39
850.00
N/A
N/A
0.1864
0.1772
0.61
0.1061
0.6933
5.00
851.00
N/A
N/A
0.2055
0.1959
1.00
0.1923
0.8856
6.00
852.00
N/A
N/A
0.2253
0.2154
1.00
0.2117
1.0972
7.00
852.34
N/A
N/A
0.2323
0.2288
0.34
0.0778
1.1750
7.34
853.00
N/A
N/A
0.2458
0.2355
0.66
0.1539
1.3289
8.00
853.34
N/A
N/A
0.2528
0.2493
0.34
0.0848
1.4137
8.34
855.00
N/A
N/A
0.2871
0.2665
1.66
0.4414
1.8551
10.00
FILL MATERIAL
1L
2' ----I 1 �--
� CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r-2' MAXIMUM IF NOT CUT TO BEDROCK
LU
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
Z::,
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
1 m
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34 , • A•"`'�.;.;y .��;'`:• •�'';;��,•
TRASH RACK = hI-11=llll-llll-llll-� EMERGENCY SPILLWAY
1' MIN. I1=1111=1111=Illl=llll=1111=1(11= zo.
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BARREL
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ANTIFLO A ION BLOCK
SECTIONAL VIEW
� CUT-OFF
TRENCH
ANTI -SEEP STABILIZED
COLLAR
2' DEEP
OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL NOT TO SCALE
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knowledge and belief and that I am a duly SEAL °7
licensed Professional Engineer under the - SHEET NUMBER
laws of the State of Noqh Carolina. 048820
(Signature)
Date: August 25, 2021 '�iG�firj B `.22 OF 34
,,�y�{Illlfl1jr/
I hereby certify that this document was �%,�� �ARO1��
prepared by me or under my direct personal
supervision and is correct to the best of my Q�•OF�SS10''C�2'.
knowledge and belief and that I am a duly SEAL °7
licensed Professional Engineer under the - SHEET NUMBER
laws of the State of Noqh Carolina. 048820
(Signature)
Date: August 25, 2021 '�iG�firj B `.22 OF 34

NAD-83
NC-SPCS
EMERGENCY SPILLWAY i
CHUTE SECTION +
(SEE DETAILS THIS SHEET)
SILT FENCE _t_
(SEE SHEET 32 OF 34) + +
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
-+ A
/ PRINCIPLE SPILLWAY
72" SQUARE RISER W/ TRASH RACK
BERM AND 67 FT OF 36 IN CMP
+
+ B
DIVERSION DITCH
A-
DITCH NO.
42A BOTTOM
FLUME
� � CREST OF POND
EMERGENCY SPILLWAY DETAIL
/ LEVEL CONTROL SECTION
- N.T.S.
DITCH NO.
- 42A EAST
PLANT AREA
BOTTOM OF P
EL. 860.00 T � \
1KJ
r 50% CLEAN OUT EL. 864.58
A POROUS BAFFLES (TYP.)
--- (SEE SHEET 32 OF 34)
DIVERSION DITCH
PLAN VIEW: SEDIMENT BASIN NO. 15
SCALE: V = 50'
SEDIMENT BASIN NO. 15 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
72.6548 cfs
Water Surface Elevation:
868.50 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 16
Principle Spillway, Drop Pipe
Riser Top Elev:
867.50 ft
Riser Base Elev:
860.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
67.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
864.50 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
72.65 cfs
DITCH NO.
42A WEST
RISER DETAILS
BERM
1
2
26.01 ft.
20.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
1
2
24.31
20.00 ft.
50% CLEAN OUT EL. 864.58 -
Q25 HWD EL. 868.50
EMERGENCY SPILLWAY
EL. 868.50
900
CREST 870.00
BERM
•10
850
800
0+00
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 22.25
Area of Wetted Cross Section: 10.55
50 ft
0.1.00ft.
Freeboard
Channel Slope: 0.1000
2
Manning's n of Channel: 0.0175
Discharge: 17.24 cfs
Depth of Flow: 0.50 feet
Velocity: 1.63 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
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
yl
Wetted Perimeter: 20.35
1 0 'fpUtft. Freeboard
Area of Wetted Cross Section: 1.58
2
I
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 17.23 cfs
Depth of Flow: 0.08 feet
Velocity: 10.92 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
NORMAL POOL EL. 867.50
900
io �.
850 BOTT M EL. 860.00 850
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
EXISTING GROUND W/ TRASH RACK
AND 6T OF 36" CMP
800 800
0+00 0+50 1+00 1+50 2+00
Cross Section A -A'
Scale: 1" = 50'
BERM
50% CLEAN OUT EL. 864.58 NORMAL POOL EL. 867.50
Q25 HWD EL. 868.50
2 BOTTOM EL. 860.00 2
- EXISTING GROUND DIVERSION DITCH
0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 870.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 868.5
times the upward force.
NORMAL POOL EL. 867.50
v MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
1 1
E
72" Square Concrete Riser
5�16CLE�ANOU�TEL.864.58
EXISTING GRADEi
I CONCRRISETEHeight
7.50' i
= Approximately 8'
Weight = 19,120 Ib
I I
,
I I
F----- a--------- I
Where:
1--°------- -
Riser Weight = 19,120 Ib
°° ° d•°
BOTTOM OF POND EL. 860.00 d ♦
e °' ° °
d °
°d°
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
a
° ° e d° a
° e d °
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft= 3675 Ib
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 Ib + 3675 Ib = 22795 Ib
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 17971.2 Ib
72 SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
°
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
22795 Ib > 13,478.4 Ib x 1.25
°
° ♦ d
22795 Ib > 22,464 Ib
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
2+50
900
900
850
850
0+00
800
3+00
850
0+50
872.00
869.00
866.00
863.00
860.00
0.00
Stage Storage Curve
SB-15
-EME GENCY SPILLWAY 868.50)
NCIPAL SPILLWA (867.50)
EAN OUT LEVEL (1864.58)
RE
0.20
0.40
0.60
0.80
1.00
1.20 1.40
Accumulative Storage (Acre -Ft)
Storage volume
computations
SB-15
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
860.00
N/A
N/A
0.0601
861.00
N/A
N/A
0.0713
0.0657
1.00
0.0635
0.0635
1.00
862.00
N/A
N/A
0.0828
0.0770
1.00
0.0749
0.1384
2.00
863.00
N/A
N/A
0.0950
0.0889
1.00
0.0866
0.2250
3.00
864.00
N/A
N/A
0.1078
0.1014
1.00
0.099
0.3240
4.00
864.58
N/A
N/A
0.1156
0.1117
0.58
0.0653
0.3893
4.58
865.00
N/A
N/A
0.1212
0.1145
0.42
0.0467
0.4360
5.00
866.00
N/A
N/A
0.1354
0.1283
1.00
0.1257
0.5616
6.00
867.00
N/A
N/A
0.1501
0.1428
1.00
0.14
0.7016
7.00
867.50
N/A
N/A
0.1578
0.1540
0.50
0.077
0.7786
7.50
868.00
N/A
N/A
0.1655
0.1578
0.50
0.078
0.8565
8.00
868.50
N/A
N/A
0.1735
0.1695
0.50
0.0847
0.9413
8.50
870.00
N/A
N/A
0.1974
0.1814
1.50
0.2729
1.2141
10.00
FILL MATERIAL
1L
CUTOFF TRENCH
`EXISTING GROUND (ABUTMENTS)
r- 2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE
Vu
1
TRASH RACK
SEE SHT 34 OF 34
A=JIJI•I 1=1111=1111=Jill-
EMERGENCY SPILLWAY
1' MIN. Il=IU1=1111=1111=IUl=llil=lUi=
Q�=11IA11J1= Jill
=JIJ1= fill =11JI=Jill
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BARREL
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\/
ANTIFLO A ION BLOCK
SECTIONAL VIEW
CUT-OFF
TRENCH
ANTI -SEEP STABILIZED
COLLAR
2' DEEP
OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
NOT TO SCALE
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I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my Q •pF�SS�O 2
knowledge and belief and that I am a duly = = Ck SEAL S
licensed Professional Engineer under the = = SHEET NUMBER
laws of the State of o h Carolina. 048820 �
(Signature) • . , , , , , , • ,(��
Date: August 25, 2021 i��.1ij/ 23 OF 34
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EMERGENCY SPILLWAY DETAIL
Channel Design (Non -Erodible)
LEVEL CONTROL SECTION
Channel Type: Trapezoidal, Equal Side Slopes
CREST OF POND
N.T.S.
Dimensions: 0:1
POROUS BAFFLES (TYP.)
EL. 836.00
Right Side Slopeope 2.00 1
SEE SHEET 32 OF 34)
Base Dimension: 30.00
50% CLEAN OUT
37.2740
Wetted Perimeter: 33.66
EL. 830.07��<-
//�
Area of Wetted Cross Section: 25.89
NORMAL POOL
� OUTLET PROTECTION
1.00ft. Freeboard
0.82 ft.
Channel Slope: 0.1000
EL. 833.18
(SEE SHEET 34 OF 34)
2
Manning's n of Channel: 0.0175
NAD-83 SILT FENCE
'
A
30.00 ft.
Discharge: 58.38 cfs
J
�
g
NC-SPCS (SEE SHEET 29 OF 31)
i
Depth of Flow: 0.82 feet
c
- /
Velocity: 2.25 fps
-X- -X-X- -x-
Channel Lining: Grouted Rock Rip Rap
W
/�
Freeboard: 1.00 feet
EMERGENCY SPILLWAY /
LEVEL CONTROL SECTION k
(SEE DETAILS THIS SHEET)
EMERGENCY SPILLWAY
CHUTE SECTION I ��
(SEE DETAILS THIS SHEET X
PRINCIPLE SPILLWAY OUTLET PROTECTION -
72" SQUARE RISER W/ TRASH RACK �� (SEE SHEET 34 OF34�7
AND 50 FT OF 36 IN CMP \
01
DITCH NO.007
42A BOTTOM
BOTTOM OF POND
EL. 826.00
FLUME
DITCH NO.
42 EAST
EMERGENCY SPILLWAY DETAIL Channel Design (Non -Erodible)
CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
N.T.S. Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.73
24.65 ft. gg ff I Area of Wetted Cross Section: 3.30
1 1 01.00tft. Freeboard Channel Slope: 50.0000
Manning's n of Channel: 0.0175
2 2
20.00 ft. Discharge: 58.35 cfs
Depth of Flow: 0.16 feet
Velocity: 17.66 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
FLUME
PLANT AREA
A_ -- -----
DITCH NO. j
900
- DITCH NO.
42A WEST
42A WEST
EMERGENCY SPILLWAY 50% CLEAN OUT EL. 830.07
EL. 834.18 NORMAL POOL EL. 833.18
Q25 HWD EL. 834.18
PLAN VIEW: SEDIMENT BASIN NO. 16
CREST 836.00
850
SCALE: 1" = 50'
BOTTOM EL. 826.00
800
SEDIMENT BASIN NO. 16 PRINCIPLE SPILLWAY
0+00 0+50 1+00 1+50 2+00 2+50
PRINCIPLE SPILLWAY Cross Section A -A'
Outflow
72" SQUARE CONCRETE RISER
Total Discharge: 74.7720 cfs
W/ TRASH RACK Scale: 1" = 50'
Water Surface Elevation: 834.18 ft
AND 50' OF 36" CMP
Tailwater Elevation: 0.00 ft
Detention Base Elevation: 0.00 ft
Outlet #1: Sediment Basin 18 Principle Spillway, Drop Pipe
900 900
Riser Top Elev: 833.18 ft
Riser Base Elev: 826.00 ft
50% CLEAN OUT EL. 830.07
Riser Length: 72.00 in
NORMAL POOL EL. 833.18
Riser Width: 72.00 in
Q25 HWD EL. 834.18
Orifice Coefficient: 0.50
CREST 836.00
Weir Coefficient: 3.33
850 850
Culvert Length: 50.00 ft
Culvert Diameter: 36.00 in
Culvert Invert In: 830.18 ft
Culvert Friction Coefficient: 0.02
BOTTOM EL. 826.00
Culvert Entrance Loss Coefficient: 0.90
EXISTING GROUND
800 800
Discharge: 74.77 cfs
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 836.00
V FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 834.18
times the upward force.
NORMAL POOL EL. 833.18
1- MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
1 �� 1
1
SOL RE
72" Square Concrete Riser
EXISTING GRADE/5001. CLEANOUT EL. 830.07
CONCRETE
I I
1 R7.18' 1 �� ���
Height = Say 8'
Weight = 19,120 lb
I I
���
I I
�-----;--------
Where:
.�
1--� <----
�� ������ ��
-�- -
Riser Weight = 19,120 lb
° d^•
BOTTOM OF POND EL. 826.00 a °
a ° °
A
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
A
e d
a ^ ° n da
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 lb + 3675 lb = 22795 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 17971.2 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
" I A•
• a
22795 lb > 13,478.4 lb x 1.25
A
22795 Ib > 22,464 Ib
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
EXISTING GROUND
3+00 3+50
850
800
4+00
838.00
835.00
832.00
829.00
Stage Storage Curve
SIB-1 6
TO
(83
EMER
PRINCIPAL SPILL
ENCY SPILLWAY
AY (833.18)
CLEAN
UT LEVEL (830.07)
0)STRUCTURE
34.18) 411
826.00
0.00
0.90
1.80
2.70
3.60
4.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-16
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
826.00
N/A
N/A
0.2873
-
827.00
N/A
N/A
0.3153
0.3013
1.00
0.2961
0.2961
1.00
828.00
N/A
N/A
0.3430
0.3292
1.00
0.3241
0.6202
2.00
829.00
N/A
N/A
0.3715
0.3572
1.00
0.3521
0.9723
3.00
830.00
N/A
N/A
0.4006
0.3860
1.00
0.3807
1.3530
4.00
830.07
N/A
N/A
0.4027
0.4016
0.07
0.0283
1.3814
4.07
831.00
N/A
N/A
0.4302
0.4154
0.93
0.3817
1.7630
5.00
832.00
N/A
N/A
0.4606
0.4454
1.00
0.4399
2.2029
6.00
833.00
N/A
N/A
0.4916
0.4761
1.00
0.4704
2.6734
7.00
833.18
N/A
N/A
0.4973
0.4944
0.18
0.089
2.7624
7.18
834.00
N/A
N/A
0.5232
0.5074
0.82
0.4126
3.1750
8.00
834.18
N/A
N/A
0.5288
0.5260
0.18
0.0947
3.2697
8.18
836.00
N/A
N/A
0.5859
0.5545
1.82
1.0052
4.2749
10.00
FILL MATERIAL
� CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r-2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34 , • A•t'"'�.;.;y i .��;�;:�s'';;��r
TRASH RACK = I�I-��11=1111-1111-1111-� 'EMERGENCY SPILLWAY
1' MIN. I1=1111=1111=Illl=llll=1111=1(11= zo.
Q�-1111�1111=flit -II1I.=1111.`_1111.`_1111.-1111. =11JI._._'zs�
,,5�-° Il=Ilil=lUi=llil=1111=I1I1=1111=1111=IlIl=ll�l=lUl= °�°F
Jill .�=11JI.�11JI:�fill = fill .`-1111=fill .=1111.`-11JI�fill .-1111.=1111.�11
==llll=llll=lll1=1111=Illl=ili(=llil=l(11:=111(�11�==11{(==1111:=1111:=1111.-
. L
ANTIFLO A ION BLOCK
SECTIONAL VIEW � CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
�- PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
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I hereby certify that this document was `�.�� \ CA�g0�.,�
prepared by me or under my direct personal ��� Q` , , . • . j
supervision and is correct to the best of my Q •OFESSIp''•,. 2
knowledge and belief and that I am a duly SEALr•
licensed Professional Engineer under the = SHEET NUMBER
laws of the St t of o h Carolina. Ty : 04$820 � �:
(Signature) �iNGI�e' • Q`+�
Date: August 25, 2021 'etC1$. t.`� 24 OF 34

SILT FENCE
(SEE SHEET 32 OF 34)
I
. EMERGENCY SPILLWAY �-
LEVEL CONTROL SECTION
(SEE DETAILS THIS SHEET)
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK /
AND 304 FT OF 30 IN. CMP /
X
I
n
CLEAN WATER DITCH DA-88
PLAN VIEW: SEDIMENT BASIN NO. 17
SCALE: 1" = 50'
B'
CREST OF POND
EL. 854.00
50% CLEAN OUT EL. 848.39
FBOTTNORMAL POOL EL. 850.30
OM
F POND EL. 846.00
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
DITCH DA-86
950 950
900 50% CLEAN OUT EL. 848.39 900
EMERGENCY SPILLWAY Q25 HWD EL. 851.30 NORMAL POOL EL. 850.30
EMERGENCY SPILLWAY
EXISTING GROUND EL. 852.30
850 2io ST 854.0 11--- r- 850
PRINCIPAL SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 304 FT OF 30 IN CMP
800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A'
Scale: 1" = 50'
900 50% CLEAN OUT EL. 848.39
Q25 HWD EL. 851.30 NORMAL POOL EL. 850.30
EXISTING GROUND
850 CREST 854.0
BOTTOM EL. = 846.0
BOTTOM EL. = 84610
1 800
3+00 3+50 4+00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1�
2
6.81 ft.
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 23.14
Area of Wetted Cross Section: 15.01
Channel Slope: 0.1000
Manning Is n of Channel: 0.0175
Discharge: 30.22 cfs
Depth of Flow: 0.70 feet
Velocity: 2.01 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
J_
1.00ft. Freeboard
ft.
854.00
852.00
850.00
848.00
Stage Storage Curve
SB-17
EMERGENC
TOP OF
(854.00)
SPILLWAY (852.30)
PRINCIPAL SPILLWAY
(850.30)
CLEAN OUT LEVEL(848.39)
STRUCTURE
846.00
0.00
0.40
0.80
1.20
1.60
2.00
Accumulative
Storage (Acre -Ft)
Storage volume computations
SB-17
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
846.00
N/A
N/A
0.1480
847.00
N/A
N/A
0.1678
0.1579
1.00
0.1541
0.1541
1.00
848.00
N/A
N/A
0.1879
0.1778
1.00
0.1741
0.3282
2.00
848.39
N/A
N/A
0.1960
0.1920
0.39
0.0753
0.4034
2.39
849.00
N/A
N/A
0.2086
0.1983
0.61
0.1190
0.5225
3.00
850.00
N/A
N/A
0.2300
0.2193
1.00
0.2152
0.7377
4.00
850.30
N/A
N/A
0.2366
0.2333
0.30
0.0700
0.8077
4.30
851.00
N/A
N/A
0.2521
0.2410
0.70
0.1669
0.9746
5.00
852.00
N/A
N/A
0.2748
0.2634
1.00
0.2592
1.2337
6.00
852.30
N/A
N/A
0.2818
0.2783
0.30
0.0835
1.3172
6.30
853.00
N/A
N/A
0.2983
0.2865
0.70
0.1987
1.5159
7.00
854.00
N/A
N/A
0.3187
0.3085
1.00
0.3062
1.8221
8.00
c
0
0
Outflow
Total Discharge:
34.9664
cfs
Water Surface Elevation:
851.30
ft
0
Taltwater Elevation
0.00
ft
v
Detention Base Elevation:
0.00
ft
o
Outlet #1: SEDIMENT BASIN 17, Drop Pipe
6
Riser Top Etev,
850.30
ft
TOP OF EMBANKMENT
z
Riser Base Elev:
846.00
ft
RISER STRUCTURE
Riser Length:
Riser Width:
Orifice Coefficient:
72,00
72.00
0.50
in
in
TRASH RACK
SEE SHT 34 OF 34 ;i ;_: ` ":: * •.
=+r-_L` EMERGENCY SPILLWAY
IITI=I1�=Tf1-Jill=(!J!-
1' MIN. 11=1111=Illi=lilt=111l=lilt=llii= zLZ
Weir Coefficient:
Culvert Length:
3.33
304.00
ft
E IJI=lf11�1111=1111=1111=1111=1111=11111111 Is
Il�lUi=fill=llN=lll1=N11=Ills=llli=llli=N11 1111- �OpF
ti5�oe
Culvert Diameter:
30.00
in
ti°` 1lfhllll Ifll=1111=1111�11JI=Jill=11Jh11{I=1111�Ni1 Jill-=JI
Culvert Invert In
847.50
ft
=llli llll=lfll=fill=li11 111i�111I 111i 111i I i�I1f1=1111=1i11=111i-
Culvert Friction Coefficient:
0.02
BARREL
Culvert Entrance Loss Coefficient:
0.90
�
PIPE
Discharge:
34.97
cfs7\11
W/\
ANTIFL TATION BLOCK
SECTIONAL VIEW
CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
RISER DETAILS
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
TRASH RACK CREST EL. 854.00 RISER BUOYANCY CALCULATION
900 V FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
❑❑❑❑��❑❑❑❑��❑❑❑❑� + EMERGENCY SPILLWAY DEPTH t EMERGENCY SPILLWAY EL. 852.30 times the upward force.
01110110 0❑❑❑❑0100000
NORMAL POOL EL. 850.30 0000❑00000❑00❑❑❑❑0 1' MIN
I I f 2 Downward Force (structure weight) > 1.25 x upward Force (buoyancy)
I I 1
I I
72" Square Concrete Riser
850 50% CLEANOUT EL. 848.39 I I Height = 6'
EXISTING GRADE I I \ \ \ W ' ht = 15 220 Ib
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 BOTTOM OF POND EL. 846.00
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL-\
1 L
1
2'
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
7--- 2' rMAXIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
N.T.S.
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
72" SQUARE CONCRETE RISER
72" SQUAREelg
j CONCRETE j
I RISER I Where:
4.00'
I_______________I �� A��\�� � � Riser Weight = 11,320 lb
° . d
d ° 30" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
° < d, ° d A
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 11,320 lb + 3675 lb = 14995 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 144 ft3 x 62.4 Ib/ft3 = 8985 lb
.ABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 lb > 8985 lb x 1.25
14995 Ib > 11,231 Ib
d . - °
d a A a
d ° a
° d a
^° A
° d
A, a d°
A .a
PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base shall have a minimum compressive
strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
concrete shall be painted with a black bituminous enamel paint.
NOT TO SCALE
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I hereby certify that this document was AfRO�.��
prepared by me or under my direct personal
supervision and is correct to the best of my Q 'pF�SS�O 2
knowledge and belief and that I am a dulySEALS °
licensed Professional Engineer under the - = - SHEET NUMBER
laws of the State f Tojh Carolina. 048820
(Signature) % ' NG! NE�. • �Q``
Date: August 25, 2021 i 25 OF 34
B. W`�`;�'�

Appendix D
Lithium Hydroxide Conversion
Plant Drawings

PIEDMONT
L I T H I U
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
PROJECT MANAGER V. HAYNES
CA►►►O
R•.
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
LITHIUM HYDROXIDE
CONVERSION PLANT- PLAN VIEW
PHASE 2
FILENAME - OOC-02 SHEET
SCALE I - 1" = 200'
2 OF 18

PIEDMONT
L I T H I U
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
PROJECT MANAGER V. HAYNES
C A
O 0 2
�a,n, n u►a�
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN NO. 19
PLAN VIEW & PROFILE DETAIL
FILENAME I - OOC-04
SCALE I - 1" = 50'
SHEET
4 OF 18

PIEDMONT
L I T H I U
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
PROJECT MANAGER V. HAYNES
IJI°�•cz�N CAROK 27/2011
�'•
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN NO. 29
PLAN VIEW & PROFILE DETAIL
FILENAME I - OOC-05
SCALE I - 1" = 50'
SHEET
5 OF 18

PIEDMONT
L I T H I U
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
PROJECT MANAGER V. HAYNES
C A RO
0 0 2
K
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN NO. 39
PLAN VIEW & PROFILE DETAIL
FILENAME I - OOC-06
SCALE I - 1" = 50'
SHEET
6 OF 18

PIEDMONT
L I T H I U
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
PROJECT MANAGER V. HAYNES
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN NO. 4,
PLAN VIEW & PROFILE DETAIL
FILENAME I - OOC-07
SCALE I - 1" = 50'
SHEET
7 OF 18

PIEDMONT
L I T H I U
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
PROJECT MANAGER V. HAYNES
°�•cz�N CAR
IJI �'•
K 27/2011
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN NO. 59
PLAN VIEW & PROFILE DETAIL
FILENAME I - OOC-08
SCALE I - 1" = 50'
SHEET

PIEDMONT
L I T H I U
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
PROJECT MANAGER V. HAYNES
C A R�
0 0 2/E K F/27/2011
ihln m u►at
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SEDIMENT BASIN NO. 69
PLAN VIEW & PROFILE DETAIL
FILENAME I - OOC-09
SCALE I - 1" = 50'
SHEET
9 OF 18

1
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3
5
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NATURAL GRADE
W2
3
�i�v yr rlrrwi�
PI AN
MIN.
ELEVATION TYPE 2 GEOTEXTILE FILTER
FABRIC LAP (IF NEEDED)
RIP RAP
T (THICKNESS)
NOTE: LAYER OF TYPE 2
MINIMUM H=2/3 PIPE DIAMETER GEOTEXTILE FILTER FABRIC
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON TO BE
SHOWN ON EROSION CONTROL PLANS.
2. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END OF THE
PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF 2:1 AND A HEIGHT
NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR CULVERT HEIGHT.
3. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE SURFACE OF THE
RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED SHALL BE UNDERCUT SO
THAT THE INVERT OF THE APRON SHALL BE AT THE SAME GRADE (FLUSH) WITH THE
SURFACE OF THE RECEIVING CHANNEL. THE APRON SHALL HAVE A CUTOFF OR TOE WALL
AT THE DOWNSTREAM END.
4. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM WIDTH OF THE
RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1
5. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% MAXIMUM DRY DENSITY PER
ASTM D-1557 OR GREATER.
6. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING CHANNEL SHALL
NOT BE ALLOWED.
7. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON UNLESS
OTHERWISE SHOWN.
8. TYPE 2 GEOTEXTILE FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE
PRIOR TO PLACEMENT OF RIPRAP AND TRIMMED AFTER RIPRAP PLACEMENT SO THAT NO
FABRIC IS VISIBLE.
9. FOR PIPE 2 RIP RAP OUTLET PROTECTION, THE DIMENSIONS BELOW ARE A MINIMUM
REQUIREMENT. SHAPE RIPRAP AS SHOWN ON SHEET BUKOC-CV-C-GR.PL-01.
RIPRAP OUTLET PROTECTION
NOT TO SCALE
P I E DAAON T
PROVIDE A MINIMUM OF THREE
POROUS BAFFLES PER SKIMMER
SEDIMENT TRAP
F/0w
low
PROVIDE A MINIMUM 8' WIDE x 16
LONG CLASS 1 RIP -RAP 15" DEEP ON
LAYER OF NON -WOVEN GEOTEXTILE
FABRIC (MIRAFI 140N OR APPROVED
EQUAL) AT DITCH CONVEYANCE
DROP ENTRY POINTS INTO THE
SEDIMENT TRAPS.
MAINTENANCE NOTES
INLET ZONE 35% FIRST CHAMBER 25%
OF SURFACE AREA OF SURFACE AREA
SECOND CHAMBER 25%
OF SURFACE AREA
_ OUTLET ZONE 15%
/OF SURFACE AREA
5'STEEL
(TYPICAL)
4'-0" MAX SPACING
FLOW
8"DX6"W TRENCH
BACKFILL AND COMPACT
FENCE AND FABRIC
BURIED IN TRENCH
1. INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE,
REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL, TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE BAFFLES.
4. TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT, AND REPLACE IF DAMAGED.
5. DURING CLEANOUT OPERATIONS. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE DESIGNED STORAGE DEPTH.
6. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE IT
GENERAL NOTES:
1. BAFFLE FABRIC SHALL CONSIST OF 700 G/M COIR EROSION CONTROL BLANKET OR APPROVED SUBSTITUTE.
A SINGLE CONTINUOUS LENGTH OF FABRIC SHALL EXTEND ACROSS THE FULL WIDTH OF THE BASIN.
2. POSTS SHALL BE STEEL, MINIMUM 5 FEET LONG, AND OF THE SAME GENERAL TYPE AS THOSE SPECIFIED FOR SILT FENCE CONSTRUCTION.
3. THE TOP EDGE OF THE BAFFLE FABRIC SHALL BE SUPPORTED BY A TENSIONED CABLE OR ROPE EXTENDING ACROSS THE WIDTH OF THE BASIN
AND ANCHORED ON EACH END.
4. THE BOTTOM EDGE OF THE BAFFLE FABRIC SHALL BE EMBEDDED IN A TRENCH EXCAVATED ALONG THE BASIN BOTTOM AND SIDE SLOPES.
5. BAFFLE FABRIC SHALL BE ATTACHED TO SUPPORT POSTS WITH HEAVY-DUTY PLASTIC CABLE TIES, OR SIMILAR MEANS.
6. BAFFLES SHALL BE SPACED IN THE DIRECTION OF FLOW TO PROVIDE THE SURFACE AREAS SHOWN.
7. THE BASIN SLOPES SHALL BE SEEDED AND THE SLOPES SHALL BE MATTED IMMEDIATELY AFTER THE BASIN IS CONSTRUCTED.
8. SEE THIS SHEET FOR ADDITIONAL BASIN INFORMATION.
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
POROUS BAFFLES
NOT TO SCALE
6-FT WIRE FENCE
NOT TO SCALE
1
PROJECT MANAGER V. HAYNES
/ C\
00
�t
N
O
M
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MIN. 14 GAUGE GALVANIZED WIRE -
FENCE WITH MAX. 6" MESH SPACING
4%4" REINFORCED
SAFETY POST CAP
(TYP. ALL POSTS)
M N
O
F_
00
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00 -
N
NOTE:
1. SILT FENCE IS TO BE SECURELY FASTENED TO EACH
STEEL SUPPORT POST OR TO WOVEN WIRE FENCE WHICH
IS IN TURN IS ATTACHED TO THE STEEL FENCE POST.
2. INSPECT FREQUENTLY AND REPAIR OR REPLACE
PROMPTLY AS NEEDED.
3. REMOVE SEDIMENT DEPOSITED AS NEEDED TO PROVIDE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REMOVE
PRESSURE ON THE SILT FENCE. UNIFORMLY DISTRIBUTE
ON THE SOURCE AREA PRIOR TO TOPSOILING.
4. ALTERNATIVELY, THE CONTRACTOR MAY USE EXTRA
STRENGTH SILT FENCE FABRIC WITHOUT WIRE FENCE.
MAXIMUM SPACING BETWEEN POST SHALL BE 6-0".
NOTE:
8'-0" MAXIMUM
8" DOWN & 4" FORWARD
ALONG THE TRENCH
FRONT VIEW
4%4" REINFORCED
SAFETY POST CAP
(TYP. ALL POSTS)
SILT FENCE
NOT TO SCALE
co
It
N
N
O
H
00
1- - z
ao �
1. SEE PROJECT SPECIFICATIONS FOR DITCH LINING
REQUIREMENTS.
TYPICAL DITCH SECTION
NOT TO SCALE
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
SYNTHETIC FILTER FABRIC
(CERTIFIED TO MEET THE
REQUIREMENTS OF ASTM D 6461)
5' PAINTED OR
GALVANIZED STEEL POST
(1.25 LB/LF)
ATTACH TO POSTS WITH
>KlvWIRE OR PLASTIC ZIP TIES
(MIN. 50 LBS TENSILE STRENGTH)
r--- GRADE
5' PAINTED OR
GALVANIZED STEEL POST
(1.25 LB/LF)
MIN. 14 GAUGE GALVANIZED WIRE
FENCE WITH MAX. 6" MESH SPACING
SYNTHETIC FILTER FABRIC
(CERTIFIED TO MEET THE
REQUIREMENTS OF ASTM D 6461)
TRENCH IN SILT FENCE.
BACKFILL AND COMPACT
THOROUGHLY AFTER PLACEMENT.
FLOW
4" MIN.
SIDE VIEW
GRADE
EROSION CONTROL DETAILS
FILENAME - OOC-14
SCALE - N.S.
SHEET
14 OF 18
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1
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3
CONSTRUCTION NOTES
El
5
Al
7
N.
GENERAL EROSION CONTROL NOTES
1. THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENTATION CONTROL MEASURES AND
DEVICES NECESSARY TO COMPLY WITH THE STANDARDS AND SPECIFICATIONS OF THE NORTH
CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) AND APPLICABLE STATE AND LOCAL
LAWS AND ORDINANCES, AND PREVENT STANDING WATER WITHIN PROJECT LIMITS, UNLESS
OTHERWISE DIRECTED.
2. INSTALL CONSTRUCTION ENTRANCES AND ACCESS ROADS IN ACCORDANCE WITH STATE
STANDARDS AND WITH MINIMAL DISTURBANCE TO SURROUNDING VEGETATION AND TREES.
CONTRACTOR SHALL RECEIVE PRIOR APPROVAL FROM ENGINEER BEFORE TREE REMOVAL FOR
ACCESS ROAD CONSTRUCTION. WITHIN 30 DAYS AFTER CONSTRUCTION IS COMPLETED FOR WHICH
ACCESS ROAD IS USED, AND UNLESS OTHERWISE APPROVED, CONTRACTOR SHALL REMOVE ALL
REMNANTS OF THE ACCESS ROADS AND RETURN AREA TO AS GOOD AS OR BETTER CONDITION.
ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BASED ON
CONTRACTOR'S PRACTICES AND WILL BE EMPLOYED WHERE DETERMINED NECESSARY BY ACTUAL
SITE CONDITIONS.
3. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLE OR SITE ONTO PUBLIC
ROADWAY OR INTO STORM DRAIN MUST BE REMOVED.
4. ALL DITCH LINES DISTURBED DURING CONSTRUCTION SHALL BE STABILIZED BY THE CONTRACTOR.
ON ALL NEW OR DISTURBED, UNPAVED DITCHES INSTALL A SOIL STABILIZATION MEASURES AS
APPROPRIATE AND IN ACCORDANCE WITH PROJECT SPECIFICATIONS.
5. PROVIDE SILT FENCE ADJACENT TO DITCHES AND AT THE TOE OF FILL SLOPES. ALSO, PROVIDE
ADEQUATE MEASURES IN AREAS WHERE NATURAL VEGETATION DOES NOT PROVIDE A SUFFICIENT
BUFFER AND AS DIRECTED BY THE ENGINEER.
6. PROVIDE INLET SEDIMENT FILTER AT ALL NEW STORM INLETS. INLET PROTECTION MAY BE REQUIRED
AT EXISTING INLETS IN THE EVENT SEDIMENT WILL RUN DOWNSTREAM TO AN EXISTING INLET.
7. PRIOR TO COMMENCING LAND DISTURBANCE ACTIVITY:
a. THE LIMITS OF LAND DISTURBANCE SHALL BE CLEARLY AND ACCURATELY DEMARCATED WITH
STAKES, FENCING, OR OTHER APPROPRIATE MEANS. THE LOCATION AND EXTENT OF ALL
AUTHORIZED LAND DISTURBANCE ACTIVITY SHALL BE DEMARCATED FOR THE DURATION OF THE
CONSTRUCTION ACTIVITY. NO LAND DISTURBANCE SHALL OCCUR OUTSIDE THE APPROVED
LIMITS INDICATED ON THE APPROVED PLANS.
b. ALL TREE PROTECTION FENCING SHALL BE INSTALLED, INSPECTED AND APPROVED BY THE
INSPECTOR. TREES WITHIN THE PROTECTION AREAS MAY ONLY BE REMOVED WITH APPROVAL
BY THE INSPECTOR.
8. COMPLY WITH THE FOLLOWING CONSTRUCTION SEQUENCE FOR EACH CONSTRUCTION PHASE:
a. GRUBBING SHALL BE PERFORMED DURING PREDICTED PERIODS OF DRY WEATHER.
b. EROSION CONTROL DEVICES AND STORMWATER MANAGEMENT DEVICES SHALL BE INSTALLED
PRIOR TO ANY OTHER CONSTRUCTION AND WITHIN 24 HOURS OF GRUBBING. THIS MAY REQUIRE
GRUBBING IN STAGES TO ENSURE EROSION CONTROL MEASURES ARE PUT IN PLACE PRIOR TO
RAIN EVENT. THE LOCATION OF SOME OF THE EROSION CONTROL DEVICES MAY HAVE TO BE
ALTERED FROM THAT SHOWN ON THE APPROVED PLANS IF DRAINAGE PATTERNS DURING
CONSTRUCTION ARE DIFFERENT FROM THE FINAL PROPOSED DRAINAGE PATTERNS. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO ACCOMPLISH EROSION CONTROL FOR ALL DRAINAGE
PATTERNS CREATED AT VARIOUS STAGES DURING CONSTRUCTION. ANY DIFFICULTY IN
CONTROLLING EROSION DURING ANY PHASE OF CONSTRUCTION SHALL IMMEDIATELY BE
REPORTED TO THE ENGINEER.
c. SILT FENCE SHALL BE INSTALLED WITHIN 24 HOURS OF GRUBBING. THE CONTRACTOR SHALL
REMOVE ACCUMULATED SILT WHEN THE SILT IS WITHIN 12" OF THE TOP OF THE SILT FENCE
UTILIZED FOR EROSION CONTROL.
9. THE CONSTRUCTION OF THE SITE WILL COMMENCE WITH INSTALLATION OF EROSION CONTROL
MEASURES SUFFICIENT TO CONTROL SEDIMENT DEPOSITS AND EROSION. ALL SEDIMENT CONTROL
WILL BE MAINTAINED UNTIL ALL UPSTREAM GROUND WITHIN THE CONSTRUCTION AREA HAS BEEN
COMPLETELY STABILIZED WITH PERMANENT VEGETATION.
10. FAILURE TO INSTALL, OPERATE OR MAINTAIN ALL EROSION CONTROL MEASURES WILL RESULT IN
ALL CONSTRUCTION BEING STOPPED ON THE JOB SITE UNTIL SUCH MEASURES ARE CORRECTED TO
NORTH CAROLINA EROSION AND SEDIMENT CONTROL REGULATIONS.
11. A COPY OF THE APPROVED LAND DISTURBANCE PLAN AND PERMIT SHALL BE PRESENT ON THE SITE
WHENEVER LAND DISTURBANCE ACTIVITY IS IN PROGRESS.
12. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND ANY DEFICIENCIES
NOTED WILL BE CORRECTED BY THE END OF EACH DAY. ADDITIONAL EROSION AND SEDIMENT
CONTROL MEASURES WILL BE INSTALLED IF DEEMED NECESSARY BY ON -SITE INSPECTION.
13. ON -SITE STOCKPILING OF SOIL IS ALLOWED WITHIN THE LIMITS OF DISTURBANCE SUBJECT TO
PLACING APPROPRIATE EROSION CONTROL DEVICES TO PREVENT SOIL LOSS DURING RAIN EVENTS.
LOCATIONS SHALL BE PRE -APPROVED BY THE INSPECTOR.
14. PROVIDE NOTIFICATION TO ALL AFFECTED PROPERTY OWNERS PRIOR TO CONSTRUCTION, AS
APPLICABLE.
15. ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH
AN APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1971, OR A
LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM
DEMOLITION ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE MUST BE DISPOSED OF AT A
FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID
WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. [15A NCAC 4B
.0110]
MINIMUM 12" #57
WASHED STONE ON FACE
/---SEDIMENT STORAGE
VOLUME ­7
2'X2' KEYWAY
2' KEYWAY
GEOTEXTILES
P I E DAAON T
✓�r
MINIMUM
8 OZ./SY NON -WOVEN
EROSION MAINTENANCE REQUIREMENTS
1. SEDIMENT FENCE (SILT FENCE):
a. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND IMMEDIATELY FOLLOWING A RAIN
EVENT WHICH EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD. MAKE ANY REQUIRED REPAIRS BY
THE END OF EACH DAY.
b. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
c. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE.
d. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEAN OUT.
e. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO
GRADE. STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
2. WATTLES:
a. INSPECT CHANNELS FOR DAMAGE IMMEDIATELY FOLLOWING A RAIN EVENT WHICH EXCEEDS 1.0
INCHES IN A 24-HOUR PERIOD.
b. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE WATTLE AND EROSION FROM HIGH
FLOWS AROUND THE EDGES OF THE WATTLE. CORRECT ALL DAMAGE IMMEDIATELY. IF
SIGNIFICANT EROSION OCCURS BETWEEN WATTLES, INSTALL A PROTECTIVE RIPRAP LINER IN
THAT PORTION OF THE CHANNEL.
c. REMOVE SEDIMENT ACCUMULATED BEHIND THE WATTLES AS NEEDED TO PREVENT DAMAGE TO
CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STRAW WATTLE AND
PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE WATTLE.
3. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT:
a. INSPECT ON LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING
WITH 2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP
SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
4. ROCK OUTLET PROTECTION:
a. INSPECT STONE ARRANGEMENT EVERY 7 CALENDAR DAYS AND IMMEDIATELY FOLLOWING A RAIN
EVENT WHICH EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD.
b. MAINTAIN SPECIFIED DIMENSIONS AND REMOVE SEDIMENT BUILDUP WHEN THE SEDIMENT LEVEL
IS THE HEIGHT OF THE ROCKS.
5. INLET PROTECTION:
a. INSPECT STONE ARRANGEMENT EVERY 7 CALENDAR DAYS AND IMMEDIATELY FOLLOWING A RAIN
EVENT WHICH EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD.
b. REPLACE STONE AS NEED TO MAINTAIN SPECIFIED DIMENSIONS
c. REMOVE SEDIMENT BUILDUP WHEN THE SEDIMENT LEVEL IS'/2 THE HEIGHT OF THE ROCKS.
TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL
6. TEMPORARY DIVERSIONS:
a. INSPECT EVERY 7 CALENDAR DAYS AND IMMEDIATELY FOLLOWING A RAIN EVENT WHICH
EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD. REMOVE SEDIMENT FROM THE FLOW AREA AND
REPAIR THE DIVERSION RIDGES. ALSO CHECK AND MAINTAIN OUTLETS.
b. WHEN THE PROTECTED AREA IS PERMANENTLY STABILIZED, REMOVE THE RIDGES AND THE
CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE SITE.
7. CHECK DAM:
a. INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE IMMEDIATELY FOLLOWING A RAIN EVENT
WHICH EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD.
b. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH
FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT
EROSION OCCURS BETWEEN DAMS, INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF
THE CHANNEL.
c. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO
CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM AND
PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS
NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
u-
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CLASS A OR B EROSION
CONTROLSTONE
OUTLET
PROTECTION
SEDIMENT TRAP DETAIL
NOT TO SCALE
1 8/27/2021 MINING PERMIT
ISSUE DATE DESCRIPTION
SUPPORT ROPE Tn 411
TO PREVENT SAGGING
700 g/m2 COIR EROSION
BLANKET, COIR MESH OR SIMILAR,
TRENCHED INTO BOTTOM OR SIDE
SECTION A -A'
INLET
OUTLET
PLAN
PROJECT MANAGER V. HAYNES
BOTTOM OR SIDE
" INITn
�I STAKE TO SUPPORT WIRE
Q...••....Ro
0 002
IN
"I'nnnn0`,
TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL
PERSPECTIVE VIEW
TIMBER MAT
APPROACH\
SURFACE FLOW
DIVERSION TO
TRAP
---� /-1
-4--
INSTALL
SIDEBOARDS OR
COMPOST FILTER
SOCKS, OR OTHER
MATERIAL TO
PREVENT
SEDIMENT FROM
EXITING THE
TEMPORARY
SIDES THE
SPAN
BRIDGE.. /
BRIDGE
CROSSING
STREAM BED ---
LONGITUDINAL SECTION
SURFACE FLOW
DIVERSION TO
TRAP
1. TO BE USED FOR TEMPORARY ACCESS DURING CONSTRUCTION ONLY.
2. EROSION AND SEDIMENT CONTROL MEASURES, AS SHOWN ON PLANS AND SPECIFIED BY NCDEQ,
MUST BE IMPLEMENTED PRIOR TO INSTALLATION OF A TEMPORARY CROSSING.
3. TEMPORARY CROSSINGS SHALL BE REMOVED AFTER PERMANENT CROSSINGS ARE COMPLETE.
MAINTENANCE:
• TEMPORARY STREAM CROSSINGS SHALL BE INSPECTED ON A DAILY BASIS.
• DAMAGED CROSSINGS SHALL BE REPAIRED WITHIN 24 HOURS OF THE INSPECTION AND BEFORE ANY SUBSEQUENT USE.
• SEDIMENT DEPOSITS ON THE CROSSING OR ITS APPROACHES SHALL BE REMOVED WITHIN 24 HOURS OF THE INSPECTION.
• AS SOON AS THE TEMPORARY CROSSING IS NO LONGER NEEDED, IT SHALL BE REMOVED. ALL MATERIALS SHALL BE
DISPOSED OF PROPERLY AND DISTURBED AREAS STABILIZED.
• GEOTEXTILE FABRIC TO BE WRAPPED AROUND UNDERSIDE OF TEMPORARY SPAN BRIDGE.
SEDIMENT TRAP SIZING
SEDIMENT
TRAP NO.
DRAINAGE
AREA(ac.)
Q25
(cfs)
REQUIRED
SURFACEAREA(sf)
REQU I RED STORAG E
VOLUME (cf)
PROVIDED
SURFACE AREA (sf)
PROVIDEDSTORAGE
VOLUME (d)
ST-1
050
2.45
1,067
1,800
1,355
2,190
ST-2
0.40
1.96
854
1,440
1,088
1,713
ST-3
0.65
3.19
1 1,388
2,340
1,640
2, 704
ST-4
1.50
7.36
3,202
5,4-00
3,296
5,762
ST-5
1.75
8.59
3,736
6,300
3,966
7, 018
ST-6
1.50
7.36
3,202
5,400
3,296
.5, 762
ST-7
0.70
3.44
1,494
2,520
1,640
2,704
ST-8
0.80
3.93
1,768
2,880
1,808
3,010
ST-9
1.50
7.36
3, 202
5,400
3.296
5,762
ST-10
2.25
11.04
4,804
8,100
4,821
8,631
ST-11
0.60
2.94
1,281
2,160
1,640
2,704
ST-12
0.80
3.93
1,708
2,880
1,SO8
3,010
ST-13
1.15
5.64
2,455
4,140
2,670
4,596
ST-14
0.50
2.45
1,067
1,8DO
1,640
2,704
ST-15
0.25
1.23
534
904
621
902
5T-16 (Ph 1)
2.80
13.74
5,978
10,080
6,071
10,712
ST-17 (Ph1)
1.60
7.85
3,416
5,760
3,966
7,018
5T-18 (Phi)
1 050
2.45
1,067
1,8Da
1,224
1,926
5T-19 (Ph1)
1 3.20
1 15.71
6,832
11,520
7,059
12,637
PIEDMONT LITHIUM CAROLINAS, INC.
CAROLINA LITHIUM PROJECT
LITHIUM HYDROXIDE CONVERSION PLANT
GASTON COUNTY, NORTH CAROLINA
EROSION CONTROL NOTES
FILENAME I - OOC-15
SCALE I - N.S.
SHEET
15 OF 18
X
0

Appendix E
Water Balance Line Drawing
and Pictorial Description

PIEDAAONT Stream and Wetlands
LITHIUM
Water Balance
Flow Chart
115 aam (165.6k
Waste
ock Stockpile
50 gpm (72k gpd)
Wastewater Effluent
Discharge
150 gpm (216k gpd)
Wastewater
Effluent
Treatment
System
Waste
Water
Pump
Station
Concentrator
Plant
CL
CD to
I- CVi
T o
m p �
V) Ln
N
4 gpm
(5.8k gpd)
Potable Water
Demand
2.5 gpm
(3.6k gpd)
Freshwater Demand
150 gpm (216k gpd)
Wastewater Effluent
(option)
Fire
Water
1 Single Fill of
90k gal
Sewer Water Conversion Plant
Discharge
Water Intake
(Temporary/
Emergency)
Total Freshwater Demand
240 gpm (345.6k gpd)
Concentrator Plant + Mining
In -Pit Crushing and
Belt Dust Control 60 gpm (86.4k gpd)
Road Dust Control 30 gpm (43.2k gpd)
--------------------------------------------------------------
Total Mining 90 gpm (129.6k gpd)
1.5 gpm
(2.2k gpd)
Fire Potable Water
Demand
Water 1.5 gpm
Single Fill (2.2k gpd)
of 90k gal
Sewer Water Dis,
2 gpm (2.9k g
Municipal Demand
300 gpm (432k gpd)
e
Freshwater Discharge
avg. Discharge = 1060 gpm (1526.4k gpd)
min. Discharge = 360 gpm (518.4k gpd)
max. Discharge = 2060 gpm (2966.4k gpd)
it Discharge
Ponds
Pits
IFreshwater Inflow
avg. Inflow = 1300 gpm (1872k gpd)
min. Inflow = 600 gpm (864k gpd)
max. Inflow = 2300 gpm (3312k gpd)
I
L _ As Required
Potable Water Demand
4 gpm (5.8k gpd) + 180k gal Fire Water
Note: Difference between freshwater demand in and
wastewater out is water loss due to evaporation, water
loss to tailings, and instantaneous demand for feed
process requirements.
Mining
Personnel
Municipal Water
Supply (Potable)
[Total Required
306 gpm (441k gpd)
+ 180k gal Fire Water]
Potable Water
Demand
2 gpm (2.9k gpd)

Appendix F
Jurisdictional Delineation
Verification

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-25018-01129 County: Gaston U.S.G.S. Quad: NC- Lincolnton West
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Requestor:
Piedmont Lithium, Inc
Patrick Brindle
Address:
5706 Dallas-Cherryville Highway
Bessemer City, NC 28016
Telephone Number:
412-818-0376
E-mail:
pbrindle(a)niedmontlithium.com
Size (acres) 537 Nearest Town Crouse
Nearest Waterway Beaverdam Creek River Basin Santee
USGS HUC 03050102 Coordinates Latitude: 35.387869
Longitude:-81.286758
Location description: The review area is located 0.5 miles South of the intersection of Hephzibah Church Road and Whitesides
Road in Gaston Co. PIN(s): 215731. 213460. 213461. 159240.215730. 198928. 198472.205287. 159640. 159641. 159642. 159638.
159639, 159637, 218192, 216007, 218191.
Indicate Which of the Following Apply:
A. Preliminary Determination
® There appear to be waters, including wetlands on the above described project area/property, that may be subject to Section 404
of the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The
waters, including wetlands have been delineated, and the delineation has been verified by the Corps to be sufficiently accurate
and reliable. The approximate boundaries of these waters are shown on the enclosed delineation map dated 12/6/2018. Therefore
this preliminary jurisdiction determination may be used in the permit evaluation process, including determining compensatory
mitigation. For purposes of computation of impacts, compensatory mitigation requirements, and other resource protection
measures, a permit decision made on the basis of a preliminary JD will treat all waters and wetlands that would be affected in any
way by the permitted activity on the site as if they are jurisdictional waters of the U.S. This preliminary determination is not an
appealable action under the Regulatory Program Administrative Appeal Process (Reference 33 CFR Part 331). However, you may
request an approved JD, which is an appealable action, by contacting the Corps district for further instruction.
❑ There appear to be waters, including wetlands on the above described project area/property, that may be subject to Section 404
of the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403).
However, since the waters, including wetlands have not been properly delineated, this preliminary jurisdiction determination
may not be used in the permit evaluation process. Without a verified wetland delineation, this preliminary determination is
merely an effective presumption of CWA/RHA jurisdiction over all of the waters, including wetlands at the project area, which
is not sufficiently accurate and reliable to support an enforceable permit decision. We recommend that you have the waters,
including wetlands on your project area/property delineated. As the Corps may not be able to accomplish this wetland
delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the Corps.
B. Approved Determination
❑ There are Navigable Waters of the United States within the above described project area/property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act
(CWA)(33 USC § 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
❑ There are waters, including wetlands on the above described project area/property subject to the permit requirements of Section
404 of the Clean Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ We recommend you have the waters, including wetlands on your project area/property delineated. As the Corps may not be
able to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that
can be verified by the Corps.

SAW-25018-01129
❑ The waters, including wetlands on your project area/property have been delineated and the delineation has been verified by
the Corps. The approximate boundaries of these waters are shown on the enclosed delineation map dated DATE. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps. Once
verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property which, provided
there is no change in the law or our published regulations, may be relied upon for a period not to exceed five years.
❑ The waters, including wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the
Corps Regulatory Official identified below on DATE. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, present on the above described project area/property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act (CAMA).
You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to determine their
requirements.
Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material, construction or
placement of structures, or work within navigable waters of the United States without a Department of the Army permit may
constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If you have any questions
regarding this determination and/or the Corps regulatory program, please contact Catherine M. Janiczak at 704-510-1438 or
Catherine.M.Janiczaknusace.armv.mil.
C. Basis For Determination: Basis For Determination: See the preliminary jurisdictional determination
form dated 02/21/2019.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B.
above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you
must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by Not applicable.
**It is not necessary to submit an RFA form to the Division Office ifyoby udo not object to the determination in this correspondence.Dig**
JANICZAK.CATHERINE.MARIE.15 DNI-USIo=U.S. Governmentt,ouHDoD, uAPK1,1ou=USA, 66
Corps Regulatory Official: 35587066—JANICZAK.CATHERINE.MARIE.1535587066
Co s Re ulato Date: 2019.02.21 15:33:37 -05'00'
Date of JD: 02/21/2019 Expiration Date of JD: Not applicable

SAW-25018-01129
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete the Customer Satisfaction Survey located at
http://cofpsmapu.usace.army.mil/cm_apex/Vp=136:4:0
Copy furnished:
Agent:
HDR
Thomas Blackwell
Address:
440 S. Church Street, Suite 1000
Charlotte, NC 28202
Telephone Number:
704-338-6720
E-mail:
Thomas.blackwell(&hdrinc.com

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
FAA
licant: Piedmont Lithium, Inc, Patrick Brindle File Number: SAW-25018-01129 Date: 02/21/2019
tached is:
See Section below
PROFFERED PERMIT Standard Permit or Letter of permission)A
RED PERMIT Standard Permit or Letter of permission)B
DENIAL
LAPPROVED
C
JURISDICTIONAL DETERMINATION
D
INARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at or http://www.usace.q=.mil/Missions/CivilWorks/Re ugulatoryProgramandPermits.aspx
or the Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the fixture. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.

SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division
Mr. Jason Steele, Administrative Appeal Review Officer
Attn: Catherine M. Janiczak
CESAD-PDO
Charlotte Regulatory Office
U.S. Army Corps of Engineers, South Atlantic Division
U.S Army Corps of Engineers
60 Forsyth Street, Room 10M15
8430 University Executive Park Drive, Suite 615
Atlanta, Georgia 30303-8801
Charlotte, North Carolina 28262
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportuni to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Catherine M. Janiczak, 69 Darlington Avenue, Wilmington, North
Carolina 28403
For Permit denials, Proffered Permits and Approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele, Administrative Appeal
Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]

PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PJD: 02/21/2019
B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Piedmont Lithium, Inc, Patrick Brindle, 5706 Dallas-
Cherryville Highway,Bessemer City, NC 28016
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wilmington District, Piedmont Lithium JD, SAW-25018-
01129
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION: The review area is located 0.5 miles South
of the intersection of Hephzibah Church Road and Whitesides Road in Gaston Co. PIN(s): 215731, 213460, 213461,
159240, 215730, 198928, 198472, 205287, 159640, 159641, 159642, 159638, 159639, 159637, 218192, 216007,
218191.
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES AND/OR
AQUATIC RESOURCES AT DIFFERENT SITES)
State: NC County: Gaston City: Crouse
Center coordinates of site (lat/long in degree decimal format): Latitude: 35.387869 Longitude:-81.286758
Universal Transverse Mercator:
Name of nearest waterbody: Beaverdam Creek
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date:
® Field Determination. Date(s): 08/29/2018 & 10/24/2018
TABLE OF AQUATIC RESOURCES INREVIEW AREA WHICH "MAY BE" SUBJECT TO REGULATORY
JURISDICTION.
Estimated amount of
Geographic authority to
Type of aquatic
aquatic resources in
which the aquatic resource
Latitude (decimal
Longitude (decimal
resources (i.e.,
Site Number
review area (acreage
"may be" subject (i.e.,
degrees)
degrees)
wetland vs. non-
and linear feet, if
Section 404 or Section
wetland waters)
applicable
10/404)
Stream 1
35.386835
-81.285924
10,269 linear feet
Non -wetland
Sec. 404
Stream 2
35.393311
-81.258815
1,762 linear feet
Non -wetland
Sec. 404
Stream 3
35.394279
-81.283198
1,122 linear feet
Non -wetland
Sec. 404
Stream 4
35.393179
-81.281303
435 linear feet
Non -wetland
Sec. 404
Stream 5
35.38626
-81.277881
2,438 linear feet
Non -wetland
Sec. 404
Stream 6
35.3884
-81.284461
465 linear feet
Non -wetland
Sec. 404
Stream 7
(Little
35.383906
-81.28861
2,848 linear feet
Non -wetland
Sec. 404
Beaverdam
Creek)

Site Number
Latitude (decimal
degrees)
Longitude (decimal
degrees)
Estimated amount of
aquatic resources in
review area (acreage
and linear feet, if
applicable
Type of aquatic
resources (i.e.,
wetland vs. non -
wetland waters)
Geographic authority to
which the aquatic resource
"may be" subject (i.e.,
Section 404 or Section
10/404)
Stream 8
35.384698
-81.285579
1,131 linear feet
Non -wetland
Sec. 404
Stream 9
35.384005
-81.286911
252 linear feet
Non -wetland
Sec. 404
Stream 10
35.388701
-81.291907
797 linear feet
Non -wetland
Sec. 404
Stream 11
35.388608
-81.291743
30 linear feet
Non -wetland
Sec. 404
Stream 12
35.394342
-81.296986
917 linear feet
Non -wetland
Sec. 404
Stream 13
35.396914
-81.300055
1,155 linear feet
Non -wetland
Sec. 404
Stream 14
35.395466
-81.30229
1,085 linear feet
Non -wetland
Sec. 404
Wetland 1
35.391017
-81.285861
0.28 acres
Wetland
Sec. 404
Wetland 2
35.384414
-81.278923
0.15 acres
Wetland
Sec. 404
Wetland 3
35.38938
-81.279634
3.19 acres
Wetland
Sec. 404
Wetland 4
35.388252
-81.283946
0.66 acres
Wetland
Sec. 404
Wetland 5
35.386738
-81.283946
2.21 acres
Wetland
Sec. 404
Wetland 6
35.384078
-81.287736
0.09 acres
Wetland
Sec. 404
Wetland 7
35.382078
-81.289641
0.38 acres
Wetland
Sec. 404
Wetland 8
35.384223
-81.288806
0.23 acres
Wetland
Sec. 404
Wetland 9
35.397122
-81.297864
0.18 acres
Wetland
Sec. 404
Wetland
10
35.396872
-81.299514
0.12 acres
Wetland
Sec. 404
Pond 1
35.391462
-81.285825
0.14 acres
Non -wetland
Sec. 404

Estimated amount of
Geographic authority to
Type of aquatic
Latitude (decimal
Longitude (decimal
aquatic resources in
resources (i.e.,
which the aquatic resource
Site Number
review area (acreage
"may be" subject (i.e.,
degrees)
degrees)
wetland vs. non -
and linear feet, if
wetland waters)
Section 404 or Section
applicable
10/404)
Pond 2
35.387424
-81.284275
0.39 acres
Non -wetland
Sec. 404
Pond 3
35.395618
-81.296819
0.08 acres
Non -wetland
Sec. 404
Pond 4
35.396979
-81.298363
0.07 acres
Non -wetland
Sec. 404
1) The Corps of Engineers believes that there may be jurisdictional aquatic resources in the review
area, and the requestor of this PJD is hereby advised of his or her option to request and obtain an
approved JD (AJD) for that review area based on an informed decision after having discussed the
various types of JDs and their characteristics and circumstances when they may be appropriate.
2) In any circumstance where a permit applicant obtains an individual permit, or a Nationwide General
Permit (NWP) or other general permit verification requiring "pre- construction notification" (PCN), or
requests verification for a non -reporting NWP or other general permit, and the permit applicant has
not requested an AJD for the activity, the permit applicant is hereby made aware that: (1) the permit
applicant has elected to seek a permit authorization based on a PJD, which does not make an official
determination of jurisdictional aquatic resources; (2) the applicant has the option to request an AJD
before accepting the terms and conditions of the permit authorization, and that basing a permit
authorization on an AJD could possibly result in less compensatory mitigation being required or
different special conditions; (3) the applicant has the right to request an individual permit rather than
accepting the terms and conditions of the NWP or other general permit authorization; (4) the applicant
can accept a permit authorization and thereby agree to comply with all the terms and conditions of that
permit, including whatever mitigation requirements the Corps has determined to be necessary; (5)
undertaking any activity in reliance upon the subject permit authorization without requesting an AJD
constitutes the applicant's acceptance of the use of the PJD; (6) accepting a permit authorization (e.g.,
signing a proffered individual permit) or undertaking any activity in reliance on any form of Corps
permit authorization based on a PJD constitutes agreement that all aquatic resources in the review area
affected in any way by that activity will be treated as jurisdictional, and waives any challenge to such
jurisdiction in any administrative or judicial compliance or enforcement action, or in any
administrative appeal or in any Federal court; and (7) whether the applicant elects to use either an AJD
or a PJD, the JD will be processed as soon as practicable. Further, an AJD, a proffered individual
permit (and all terms and conditions contained therein), or individual permit denial can be
administratively appealed pursuant to 33 C.F.R. Part 331. If, during an administrative appeal, it
becomes appropriate to make an official determination whether geographic jurisdiction exists over
aquatic resources in the review area, or to provide an official delineation of jurisdictional aquatic
resources in the review area, the Corps will provide an AJD to accomplish that result, as soon as is
practicable. This PJD finds that there "may be" waters of the U.S. and/or that there "may be"
navigable waters of the U.S. on the subject review area, and identifies all aquatic features in the
review area that could be affected by the proposed activity, based on the following information:

SUPPORTING DATA. Data reviewed for PJD (check all that apply)
Checked items should be included in subject file. Appropriately reference sources below where
indicated for all checked items:
® Maps, plans, plots or plat submitted by or on behalf of the PJD requestor:
Map: Figure 6A, Figure 6B, Figure 6C, Figure 6D, Figure 6E, and Figure 6F (Dated
12/06/201
® Data sheets prepared/submitted by or on behalf of the PJD requestor.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rationale:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
® USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
® U.S. Geological Survey map(s). Cite scale & quad name: 1":24,000' Lincolnton West, NC (1993)
® Natural Resources Conservation Service Soil Survey. Citation: NRCS Soils Survey of Gaston Co. (2017)_
® National wetlands inventory map(s). Cite name: USFWS NWI (2018)_
❑ State/local wetland inventory map(s):
® FEMA/FIRM maps: FEMA FIRM Panels 3710361000J and 3710362000J_
❑ 100-year Floodplain Elevation is: (National Geodetic Vertical Datum of 1929)
® Photographs: ®Aerial (Name & Date): Bing Aerial Imagery, dated 2017
or ®Other (Name & Date): Site photographs, dated March 15 and 2; April 3-4,
2018; August 17, 2018_
❑ Previous determination(s). File no. and date of response letter:
❑ Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not necessarily been
verified by the Corps and should not be relied upon for later jurisdictional determinations.
Digitally signed by
JANICZAK.CA JANICZAK.CATHERINE.MARIE.153
5587066
THERINE.MARI DN:c=US,o=U.S.Government,
ou=DoD, ou=PKI, ou=USA,
E.1535587066 153558 066K.CATHERINE.MARIE.
Date: 2019.02.21 15:34:03-05'00'
Signature and date of Regulatory
staff member completing PJD
02/21 /2019
Signature and date of person requesting PJD
(REQUIRED, unless obtaining the signature is
impracticable)1
1 Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respond within the
established time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an
action.

Figure 6F
Figure 613
d
This portion of Beaverdam Creek
outside the Project Area boundary
is not included with this submission
11
Figure 6E
Approximate Total Jurisdictional RPW Tributary: 24,706 linear feet
Approximate Total Jurisdictional Wetlands: 7.49 acres
Approximate Total Jurisdictional Pond: 0.68 acre
Approximate Total Uplands: 597.63 acres r'
Approximate Total Site Acreage: 614 acres Figure 6D
F)l P I E DJwi1,C� N T
�IIHIUM
PATH: \\CLTSMAINIGIS_DATA%GIS%PROJECTS%71135_PIEDMONTLITHIUM1100896A0_PIEDMONTLITHIUM17.2_WORK _ IN_PROGRESS\MAP_DOCS1MXDUD120181205_JDPKGMAPUPDATES106A_PIEDMONTLITHIUM_JD.MXD - USER: KTHAMES - DATE: 1215I2018
Figure,6C
LEGEND
Project Area (614 ac.)
Culverts
Potential Jurisdictional Waters of the U.S.
Delineated Streams
®
Delineated Wetlands
Delineated Ponds
DATA SOURCE: http://www.bing.com/maps
GPS POINTS WERE COLLECTED USING TRIMBLE GE07X AND
POST -PROCESSED
0 Feet 800
.1
i�
�r
Name: Piedmont Lithium Project
Applicant: Piedmont Lithium, Inc
Location: 2.8 miles north of the Hephzibah Church
Road and Dallas Cherryville Highway
- intersection in Gaston County, NC
Gaston County PID #: See Figure 3
Date: 12/5/2018
Project Area: 614 acres
Center Coordinates:-81.286758D, 35.387869'
SAW #: 2018-01129
PIEDMONT LITHIUM PROJECT
POTENTIAL JURISDICTIONAL WATERS OF THE U.S. - OVERVIEW
FIGURE 6A
PRELIMINARY JURISDICTIONAL DETERMINATION VERIFICATION

LEGEND
Project Area (614 ac.)
# Photographs
Upland Data Points
® Wetland Data Points
- Culverts
Potential Jurisdictional Waters of the U.S.
Delineated Streams
- Delineated Wetlands
Delineated Ponds
DATA SOURCE: http://www.bing.com/maps
GPS POINTS WERE COLLECTED USING TRIMBLE GE07X AND
POST -PROCESSED
0 Feet 350
Stream 1 - Potential Non -
Wetland Waters of the U.S.
9,196 linear feet
Pond 1 - Potential Non -
Wetland Waters of the U.S.
0.14 ac.
Wetland 1 - Potential Wetland
Waters of the U.S.
0.28 ac.
Stream 2 - Potential Non -
Wetland Waters of the U.S.
1,762 linear feet
Approximate Total Jurisdictional RPW Tributary: 24,706 linear feet
Approximate Total Jurisdictional Wetlands: 7.49 acres
Approximate Total Jurisdictional Pond: 0.68 acre
Approximate Total Uplands: 597.63 acres
Approximate Total Site Acreage: 614 acres
Stream 3 - Potential Non -
Wetland Waters of the U.S.
1,122 linear feet
Stream 4 - Potential Non -
Wetland Waters of the U.S.
435 linear feet
Name: Piedmont Lithium Project
Applicant: Piedmont Lithium, Inc.
Location: 2.8 miles north of the Hephzibah Church
Road and Dallas Cherryville Highway
intersection in Gaston County, NC
Gaston County PID #: See Figure 3
Date: 4/27/2018
Project Area: 614 acres
Center Coordinates:-81.286758D, 35.387869'
SAW #: 2018-01129
PIEDMONT LITHIUM PROJECT
Fn PIEDMONT POTENTIAL JURISDICTIONAL WATERS OF THE U.S.
I II H iijM
FIGURE 613
PATH: \\CLTSMAINIGIS_DATA\GISTPROJECTS\71135_PIEDMONTLITHIUM110089640_PIEDMONTLITHIUM17.2_ WORK_ IN_PROGRESS\MAP_DOCSIMXDU=0181205_JDPKGMAPUPDATES106B_PIEDMONTLITHIUM_JD.MXD - USER: KTHAMES - DATE: 12ISI2018 PRELIMINARY JURISDICTIONAL DETERMINATION VERIFICATION

PATH: %%CLTSMAINIGIS_DATA\GISTPROJECTS\T1135_PIEDMONTLITHIUM1100896A0_PIEDMONTLITHIUMIT.2_ WORK_ IN_PROGRESS\MAP_DOCSIM%DU=0181205_JDPKGMAPUPDATES106C_PIEDMONTLITHIUM_JD.M%D - USER: KTHAMES - DATE: 12ISI2018 PRELIMINARY JURISDICTIONAL DETERMINATION VERIFICATION

LEGEND
Project Area (614 ac.)
# Photographs
Upland Data Points
® Wetland Data Points
---- Culverts
Potential Jurisdictional Waters of the U.S.
Delineated Streams
- Delineated Wetlands
Delineated Ponds
DATA SOURCE: http://www.bing.com/maps
GPS POINTS WERE COLLECTED USING TRIMBLE GE07X AND
POST -PROCESSED
0 Feet 300
Approximate Total Jurisdictional RPW Tributary: 24,706 linear feet
Approximate Total Jurisdictional Wetlands: 7.49 acres
Approximate Total Jurisdictional Pond: 0.68 acre
Approximate Total Uplands: 597.63 acres
Approximate Total Site Acreage: 614 acres
Wetland 8 - Potential Wetland
Waters of the U.S.
0.23 ac.
Stream 7 - Potential Non -
Wetland Waters of the U.S.
2,848 linear feet
Wetland 5 - Potential Wetland
Waters of the U.S.
See Figure 6C
Stream 8 - Potential Non -
See Figure 6C
Stream 9 - Potential Non -
Wetland Waters of the U.S.
See Figure 6C
Wetland 6 - Potential Wetland
Waters of the U.S.
0.09 ac.
Wetland 7 - Potential Wetland
Waters of the U.S.
0.23 ac.
Name: Piedmont Lithium Project
Applicant: Piedmont Lithium, Inc.
Location: 2.8 miles north of the Hephzibah Church
Road and Dallas Cherryville Highway
intersection in Gaston County, NC
Gaston County PID #: See Figure 3
Date: 12/6/2018
Project Area: 614 acres
Center Coordinates:-81.286758D, 35.387869'
SAW #: 2018-01129
PIEDMONT LITHIUM PROJECT
Fn PIEDMONT POTENTIAL JURISDICTIONAL WATERS OF THE U.S.
LITHIUM
FIGURE 6D
PATH:\1CLTSMAINIGIS_DATAIGIS\PROJECTS171135_PIEDMONTLITHIUM110089640_PIEDMONTLITHIUMIT-ORK IN_PROGRESSIMAP_ DOCSIMXDWD120181205_JDPKGMAPUPDATES106D_PIEDMONTLITHIUM_JD.MXD - USER: KTHAMES -DATE: 12I612018 PRELIMINARY JURISDICTIONAL DETERMINATION VERIFICATION

LEGEND
Project Area (614 ac.)
Photographs
Upland Data Points
® Wetland Data Points
---- Culverts
Potential Jurisdictional Waters of the U.S.
�r Delineated Streams
- Delineated Wetlands
Delineated Ponds
DATA SOURCE: http://www.bing.com/maps frpt�
GPS POINTS WERE COLLECTED USING TRIMBLE GE07X AND
POST -PROCESSED
0 Feet 300
Stream 10 - Potential Non -
Wetland Waters of the U.S.
797 linear feet
HE
�� eater Al
Wetland 8 - Potential Wetland
Waters of the U.S.
See Fiqure 6D
Stream 7 - Potential Non -
Wetland Waters of the U.S.
2,848 linear feet
Approximate Total Jurisdictional RPW Tributary: 24,706 linear feet
Approximate Total Jurisdictional Wetlands: 7.49 acres
Approximate Total Jurisdictional Pond: 0.68 acre
Approximate Total Uplands: 597.63 acres
Approximate Total Site Acreage: 614 acres
1
1k. ]Wetland 5 - Potential Wetland
Waters of the U.S.
see Figure 6C
Name: Piedmont Lithium Project
Applicant: Piedmont Lithium, Inc.
Location: 2.8 miles north of the Hephzibah Church
Road and Dallas Cherryville Highway
intersection in Gaston County, NC
Gaston County PID #: See Figure 3
Date: 12/6/2018
Project Area: 614 acres
Center Coordinates:-81.286758D, 35.387869'
SAW #: 2018-01129
_ PIEDMONT LITHIUM PROJECT
01 PIEDMONT POTENTIAL JURISDICTIONAL WATERS OF THE U.S.
LITHIUM
FIGURE 6E
PATH:\1CLTSMAINIGIS_DATAIGIS\PROJECTS171135_PIEDMONTLITHIUM110089640_PIEDMONTLITHIUM17-ORK IN_PROGRESSIMAP_ DOCSIMXDUD120181205_JDPKGMAPUPDATESIO6E_PIEDMONTLITHIUM JD.MXD - USER: KTHAMES - DATE: 12I612018 PRELIMINARY JURISDICTIONAL DETERMINATION VERIFICATION

LEGEND
Project Area (614 ac.)
# Photographs
Upland Data Points
® Wetland Data Points
---- Culverts
Potential Jurisdictional Waters of the U.S.
Delineated Streams
- Delineated Wetlands
Delineated Ponds
DATA SOURCE: http://www.bing.com/maps
GPS POINTS WERE COLLECTED USING TRIMBLE GE07X AND
POST -PROCESSED
0 Feet 300
Stream 13 - Potential Non -
Wetland Waters of the U.S.
1,155 linear feet
Stream 14 - Potential Non -
Wetland Waters of the U.S.
1,085 linear feet
Stream 1 - Potential Non -
Wetland Waters of the U.S.
1,073 linear feet on site
Approximate Total Jurisdictional RPW Tributary: 24,706 linear feet
Approximate Total Jurisdictional Wetlands: 7.49 acres
Approximate Total Jurisdictional Pond: 0.68 acre
Approximate Total Uplands: 597.63 acres
Approximate Total Site Acreage: 614 acres
��� F I E DMLITHIUM
O N T
Wetland 9 - Potential
Wetland Waters
of the U.S.
0.18 ac.
Pond 4
J
Stream 13
0 Feet 200
Wetland 10 - Potential
Wetland Waters
of the U.S.
0.12 ac.
Pond 3 - Potential Non -
Wetland Waters of the U.S.
0.08 ac.
Stream 12 - Potential Non -
Wetland Waters of the U.S.
917 linear feet
Name: Piedmont Lithium Project
Applicant: Piedmont Lithium, Inc.
Location: 2.8 miles north of the Hephzibah Church
Road and Dallas Cherryville Highway
intersection in Gaston County, NC
Gaston County PID #: See Figure 3
Date: 12/6/2018
Project Area: 614 acres
Center Coordinates:-81.286758D, 35.387869'
SAW #: 2018-01129
PIEDMONT LITHIUM PROJECT
POTENTIAL JURISDICTIONAL WATERS OF THE U.S.
_ FIGURE 6F
PATH:\1CLTSMAINIGIS_DATAIGIS\PROJECTS171135_PIEDMONTLITHIUM110089640_PIEDMONTLITHIUM17-ORK IN_PROGRESSIMAP_ DOCSIMXDUD120181205_JDPKGMAPUPDATESIO6F_PIEDMONTLITHIUM_JD.MXD - USER: KTHAMES-DATE:12I6I2018 PRELIMINARY JURISDICTIONAL DETERMINATION VERIFICATION

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2018-01129 County: Gaston U.S.G.S. Quad: NC- Lincolnton West
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Requestor:
Piedmont Lithium, Inc
Patrick Brindle
Address:
5706 Dallas-Cherrvville Highway
Bessemer City, NC 28016
Telephone Number:
412-818-0376
E-mail:
pbrincleAyiedmontlithium.com
Size (acres) 537 Nearest Town Crouse
Nearest Waterway Beaverdam Creek River Basin Santee
USGS HUC 03050102 Coordinates Latitude: 35.387869
Longitude:-81.286758
Location description: The review area is located 0.5 miles South of the intersection of Hephzibah Church Road and Whitesides
Road in Gaston Co. PIN(s): 215731. 213460. 213461. 159240.215730. 198928. 198472.205287. 159640. 159641. 159642. 159638.
159639, 159637, 218192, 216007, 218191.
Indicate Which of the Following Apply:
A. Preliminary Determination
® There appear to be waters, including wetlands on the above described project area/property, that may be subject to Section 404
of the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The
waters, including wetlands have been delineated, and the delineation has been verified by the Corps to be sufficiently accurate
and reliable. The approximate boundaries of these waters are shown on the enclosed delineation map dated 4/1/2019. Therefore
this preliminary jurisdiction determination may be used in the permit evaluation process, including determining compensatory
mitigation. For purposes of computation of impacts, compensatory mitigation requirements, and other resource protection
measures, a permit decision made on the basis of a preliminary JD will treat all waters and wetlands that would be affected in any
way by the permitted activity on the site as if they are jurisdictional waters of the U.S. This preliminary determination is not an
appealable action under the Regulatory Program Administrative Appeal Process (Reference 33 CFR Part 331). However, you may
request an approved JD, which is an appealable action, by contacting the Corps district for further instruction.
❑ There appear to be waters, including wetlands on the above described project area/property, that may be subject to Section 404
of the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403).
However, since the waters, including wetlands have not been properly delineated, this preliminary jurisdiction determination
may not be used in the permit evaluation process. Without a verified wetland delineation, this preliminary determination is
merely an effective presumption of CWA/RHA jurisdiction over all of the waters, including wetlands at the project area, which
is not sufficiently accurate and reliable to support an enforceable permit decision. We recommend that you have the waters,
including wetlands on your project area/property delineated. As the Corps may not be able to accomplish this wetland
delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the Corps.
B. Approved Determination
❑ There are Navigable Waters of the United States within the above described project area/property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act
(CWA)(33 USC § 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
❑ There are waters, including wetlands on the above described project area/property subject to the permit requirements of Section
404 of the Clean Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ We recommend you have the waters, including wetlands on your project area/property delineated. As the Corps may not be
able to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that
can be verified by the Corps.

SAW-2018-01129
❑ The waters, including wetlands on your project area/property have been delineated and the delineation has been verified by
the Corps. The approximate boundaries of these waters are shown on the enclosed delineation map dated DATE. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps. Once
verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property which, provided
there is no change in the law or our published regulations, may be relied upon for a period not to exceed five years.
❑ The waters, including wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the
Corps Regulatory Official identified below on DATE. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, present on the above described project area/property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act (LAMA).
You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to determine their
requirements.
Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material, construction or
placement of structures, or work within navigable waters of the United States without a Department of the Army permit may
constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If you have any questions
regarding this determination and/or the Corps regulatory program, please contact Catherine M. Janiczak at 704-510-1438 or
Catherine.M.Janiczaknusace.armv.mil.
C. Basis For Determination: Basis For Determination: See the preliminary jurisdictional determination
form dated 6/20/2019.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B.
above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you
must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by Not avi licable.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this correspondence.**
Corps Regulatory Official:
MON
Date of JD: 6/20/2019 Expiration Date o JD: Not applicable

SAW-2018-01129
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete the Customer Satisfaction Survey located at
http://cofpsmapu.usace.army.mil/cm_apex/Vp=136:4:0
Copy furnished:
Agent:
HDR
Thomas Blackwell
Address:
440 S. Church Street, Suite 1000
Charlotte, NC 28202
Telephone Number:
704-338-6720
E-mail:
Thomas.blackwell(i ,hdrinc.com

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
AL
FAplicanti.:Stfiedmont
Lithium, Inc, Patrick Brindle File Number: SAW-2018-01129 Date: 6/20/2019
ached :
See Section below
PROFFERED PERMIT Standard Permit or Letter of ermission
A
RED PERMIT Standard Permit or Letter of ermission
B
DENIAL
LAPPROVED
C
JURISDICTIONAL DETERMINATION
D
INARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at or http://www.usace.q=.mil/Missions/CivilWorks/Re ug latoryProgramandPermits.aspx
or the Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the fixture. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.

SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMITJd
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division
Mr. Jason Steele, Administrative Appeal Review Officer
Attn: Catherine M. Janiczak
CESAD-PDO
Charlotte Regulatory Office
U.S. Army Corps of Engineers, South Atlantic Division
U.S Army Corps of Engineers
60 Forsyth Street, Room 10M15
8430 University Executive Park Drive, Suite 615
Atlanta, Georgia 30303-8801
Charlotte, North Carolina 28262
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunit to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Catherine M. Janiczak, 69 Darlington Avenue, Wilmington, North
Carolina 28403
For Permit denials, Proffered Permits and Approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele, Administrative Appeal
Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]

PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PJD: 6/20/2019
B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Piedmont Lithium, Inc, Patrick Brindle, 5706 Dallas-
Cherryville Highway,Bessemer City, NC 28016
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wilmington District, Piedmont Lithium Project PJD,
SAW-2018-01129
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION: The review area is located 0.5 miles South
of the intersection of Hephzibah Church Road and Whitesides Road in Gaston Co. PIN(s): 215731, 213460, 213461,
159240, 215730, 198928, 198472, 205287, 159640, 159641, 159642, 159638, 159639, 159637, 218192, 216007,
218191.
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES AND/OR
AQUATIC RESOURCES AT DIFFERENT SITES)
State: NC County: Gaston City: Crouse
Center coordinates of site (lat/long in degree decimal format): Latitude: 35.387869 Longitude:-81.286758
Universal Transverse Mercator:
Name of nearest waterbody: Beaverdam Creek
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date:
❑ Field Determination. Date(s):
TABLE OF AQUATIC RESOURCES INREVIEW AREA WHICH "MAY BE" SUBJECT TO REGULATORY
JURISDICTION.
Estimated amount of
Geographic authority to
Type of aquatic
Latitude (decimal
Longitude (decimal
aquatic resources in
resources (i.e.,
which the aquatic resource
Site Number
review area (acreage
"may be" subject (i.e.,
degrees)
degrees)
wetland vs. non-
and linear feet, if
Section 404 or Section
wetland waters)
applicable
10/404)
Perennial
35.386835
-81.285924
13,799 linear feet
RPW Stream 1
Non wetland
Sec. 404
(Beaverdam
Creek)
Perennial
35.393311
-81.258815
4,237 linear feet
Sec. 404
RPW Stream 2
Non -wetland
Seasonal RPW
35.394279
-81.283198
1,403 linear feet
Sec. 404
Stream 3
Non -wetland
Perennial
35.393179
-81.281303
2758 linear feet
Sec. 404
RPW Stream 4
Non -wetland
Perennial
35.38626
-81.277881
2,438 linear feet
Sec. 404
RPW Stream 5
Non -wetland
Seasonal RPW
35.3884
-81.284461
465 linear feet
Sec. 404
Stream 6
Non -wetland
Perennial
35.383906
-81.28861
2,848 linear feet
Sec. 404
RPW Stream 7
Non -wetland
(Little
Beaverdam

Estimated amount of
Geographic authority to
Type of aquatic
aquatic resources in
which the aquatic resource
Latitude (decimal
Longitude (decimal
resources (i.e.,
Site Number
review area (acreage
"may be" subject (i.e.,
degrees)
degrees)
wetland vs. non -
and linear feet, if
Section 404 or Section
wetland waters)
applicable
10/404)
Creek)
Perennial
35.384698
-81.287308
583 linear feet
Sec.404
RPW Stream 8
Non -wetland
Seasonal RPW
35.383761
-81.285579
548 linear feet
Sec.404
Stream 8
Non -wetland
Seasonal RPW
35.384005
-81.286911
252 linear feet
Sec.404
Stream 9
Non -wetland
Seasonal RPW
35.388701
-81.291907
797 linear feet
Sec.404
Stream 10
Non -wetland
Seasonal RPW
35.388608
-81.291743
30 linear feet
Sec.404
Stream 11
Non -wetland
Seasonal RPW
35.394342
-81.296986
2444.5 linear feet
Sec.404
Stream 12
Non -wetland
Seasonal RPW
35.396914
-81.300055
1,155 linear feet
Sec.404
Stream 13
Non -wetland
Perennial
35.395466
-81.30229
1,085 linear feet
Sec.404
RPW Stream
Non -wetland
14
Seasonal RPW
35.391424
-81.299202
1,126 linear feet
Sec.404
Stream 15
Non -wetland
Seasonal RPW
35.391083
-81.294203
492 linear feet
Sec.404
Stream 16
Non -wetland
Perennial
35.389092
-81.295376
744 linear feet
Sec.404
RPW Stream
Non -wetland
16
Perennial
35.375392
-81.287237
1,822 linear feet
Sec.404
RPW Stream
Non -wetland
17
Seasonal RPW
35.395133
-81.288709
141 linear feet
Sec.404
Stream 18
Non -wetland
Wetland 1
35.391017
-81.285861
0
Sec.404
Wetland
Wetland 2
35.384414
-81.278923
0.15
Sec.404
Wetland
Wetland 3
35.38938
-81.279634
3.19
Sec.404
Wetland
Wetland 4
35.388252
-81.283946
0.66
Sec.404
Wetland

Estimated amount of
Geographic authority to
Type of aquatic
aquatic resources in
which the aquatic resource
Latitude (decimal
Longitude (decimal
resources (i.e.,
Site Number
review area (acreage
"may be" subject (i.e.,
degrees)
degrees)
wetland vs. non -
and linear feet, if
Section 404 or Section
wetland waters)
applicable
10/404)
Wetland 5
35.386738
-81.285098
Sec. 404
2.21 acres
Wetland
Wetland 6
35.384078
-81.287736
Sec. 404
0.09 acres
Wetland
Wetland 7
35.382048
-81.289641
Sec. 404
0.38 acres
Wetland
Wetland 8
35.384223
-81.288806
Sec. 404
0.23 acres
Wetland
Wetland 9
35.397122
-81.297864
Sec. 404
0.18 acres
Wetland
Wetland 10
35.396872
-81.299514
Sec. 404
0.12 acres
Wetland
Wetland 11
35.387835
-81.295506
Sec. 404
0.04 acres
Wetland
Wetland 12
35.388107
-81.296558
Sec. 404
0.06 acres
Wetland
Wetland 13
35.38911400
-81.29803800
Sec. 404
0.09 acres
Wetland
Wetland 14
35.39095000
-81.29925500
Sec. 404
5.45 acres
Wetland
Wetland 15
35.39945900
-81.29168200
Sec. 404
0.04 acres
Wetland
Wetland 16
35.39539700
-81.28823100
Sec. 404
0.08 acres
Wetland
Pond 1
35.39146200
-81.28582500
Sec. 404
0.14 acres
Non -wetland
Pond 2
35.38742400
-81.28427500
Sec. 404
0.39 acres
Non -wetland
Pond 3
35.39561800
-81.29681900
Sec. 404
0.08 acres
Non -wetland
Pond 4
35.39697900
-81.29836300
Sec. 404
0.07 acres
Non -wetland

1) The Corps of Engineers believes that there may be jurisdictional aquatic resources in the review
area, and the requestor of this PJD is hereby advised of his or her option to request and obtain an
approved JD (AJD) for that review area based on an informed decision after having discussed the
various types of JDs and their characteristics and circumstances when they may be appropriate.
2) In any circumstance where a permit applicant obtains an individual permit, or a Nationwide General
Permit (NWP) or other general permit verification requiring "pre- construction notification" (PCN), or
requests verification for a non -reporting NWP or other general permit, and the permit applicant has
not requested an AJD for the activity, the permit applicant is hereby made aware that: (1) the permit
applicant has elected to seek a permit authorization based on a PJD, which does not make an official
determination of jurisdictional aquatic resources; (2) the applicant has the option to request an AJD
before accepting the terms and conditions of the permit authorization, and that basing a permit
authorization on an AJD could possibly result in less compensatory mitigation being required or
different special conditions; (3) the applicant has the right to request an individual permit rather than
accepting the terms and conditions of the NWP or other general permit authorization; (4) the applicant
can accept a permit authorization and thereby agree to comply with all the terms and conditions of that
permit, including whatever mitigation requirements the Corps has determined to be necessary; (5)
undertaking any activity in reliance upon the subject permit authorization without requesting an AJD
constitutes the applicant's acceptance of the use of the PJD; (6) accepting a permit authorization (e.g.,
signing a proffered individual permit) or undertaking any activity in reliance on any form of Corps
permit authorization based on a PJD constitutes agreement that all aquatic resources in the review area
affected in any way by that activity will be treated as jurisdictional, and waives any challenge to such
jurisdiction in any administrative or judicial compliance or enforcement action, or in any
administrative appeal or in any Federal court; and (7) whether the applicant elects to use either an AJD
or a PJD, the JD will be processed as soon as practicable. Further, an AJD, a proffered individual
permit (and all terms and conditions contained therein), or individual permit denial can be
administratively appealed pursuant to 33 C.F.R. Part 331. If, during an administrative appeal, it
becomes appropriate to make an official determination whether geographic jurisdiction exists over
aquatic resources in the review area, or to provide an official delineation of jurisdictional aquatic
resources in the review area, the Corps will provide an AJD to accomplish that result, as soon as is
practicable. This PJD finds that there "may be" waters of the U.S. and/or that there "may be"
navigable waters of the U.S. on the subject review area, and identifies all aquatic features in the
review area that could be affected by the proposed activity, based on the following information:

SUPPORTING DATA. Data reviewed for PJD (check all that apply)
Checked items should be included in subject file. Appropriately reference sources below where
indicated for all checked items:
® Maps, plans, plots or plat submitted by or on behalf of the PJD requestor:
Map: Figure 6A, Figure 6B, Figure 6C, Figure 6D, Figure 6E, Figure 6F, & Figure 6G (Dated
04/01 /201
® Data sheets prepared/submitted by or on behalf of the PJD requestor.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rationale:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
® USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
® U.S. Geological Survey map(s). Cite scale & quad name: 1:24,000' Lincolnton West, NC (1993)
® Natural Resources Conservation Service Soil Survey. Citation: NRCS Soils Survey of Gason Co. (2017)_
National wetlands inventorymap(s). Cite name: USFWS NWI (2018)_
❑ State/local wetland inventory map(s):
® FEMA/FIRM maps: FEMA FIRM Panels 3710361000J and 3710362000J_
❑ 100-year Floodplain Elevation is: (National Geodetic Vertical Datum of 1929)
® Photographs: ®Aerial (Name & Date): Bing Aerial Imagery, dated 2017
or ®Other (Name & Date):Site photographs, dated March 15 and 2; April 3-4,
2018; August 17, 2018; April 1, 2019.
❑ Previous determination(s). File no. and date of response letter:
❑ Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not necessarily been
verified by the Corps and should not be relied upon for later jurisdictional determinations.
Si mature and dateWAu ato
stall- member completing PJD
6/20/2019
Signature and date of person requesting PJD
(REQUIRED, unless obtaining the signature is
impracticable)1
1 Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respond within the
established time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an
action.

Total Jurisdictional RPW Tributary: 39,167.5 linear feet
Total Jurisdictional Wetlands: 13.25 acres
Total Jurisdictional Pond: 0.68 acre
Total Uplands: 936.96 acres
Total Site Acreage: 963 acres
M PIEDMONT
A�hw
LEGEND
IP Project Boundary (963 ac.)
Previous Verification (614 ac.)
Culverts
Potential Jurisdictional Waters of the U.S.
Delineated Streams
_ Delineated Wetlands
Delineated Ponds
Desktop Streams
Desktop NWI Wetland
DATA SOURCE: httpJ/w ,.bi,g.,,,/,,p,
GPS POINTS WERE COLLECTED USING TRIMBLE GE07X AND
POST -PROCESSED
0 Feet
PIEDMONT LITHIUM PROJECT
POTENTIAL JURISDICTIONAL WATERS OF THE U.S. - OVERVIEW
FIGURE 6A

LEGEND
Wetland 15 - Potential Wetland
Waters of the U.S.
IP Project Boundary (963 ac.)
0.04 ac.
Previous Verification (614 ac.)
Photographs
Upland Data Points
,4$
® Wetland Data Points
J
Feet
Culverts
Potential Jurisdictional Waters of the U.S.
Delineated Streams
SI
- Delineated Wetlands
® Delineated Ponds
Desktop Streams
Stream 2 - Potential Non -
DATA SOURCE: hhp:/�.bhg—m/maps
Wetland Waters of the U.S.
GPS POINTS WERE COLLECTED USING TRIMBLE GE07X AND
4,237linear feet
POST -PROCESSED
0 Feet 450
Pond 1 - Potential Non -
Wetland Waters of the U.S.
0.14 ac.
Stream 12
see Figure 6F
Wetland 1 - Potential Wetland
Waters of the U.S.
Stream 16
0.28 ac.
a
1 )J
PIEDMONT
LITNIVM
3'
Approximate Total Jurisdictional RPW Tributary: 39,167.5 linear feet
Approximate Total Jurisdictional Wetlands: 8.19 acres
Approximate Total Jurisdictional Pond: 0.68 acre
Approximate Total Uplands: 943.02 acres
Approximate Total Site Acreage: 963 acres
Wetland 16 - Potential Wetland
Waters of the U.S.
0.07 ac.
Stream 2
Stream 18 - Potential Non -
Wetland Waters of the U.S
141 linear feet
Stream 3 - Potential Non -
Wetland Waters of the U.S.
1,403 linear feet
(1,122 If delineated; 284 If desktop)
Stream 4 - Potential Non -
Wetland Waters of the U.S.
2,758 linear feet
(435 If delineated; 2,323 If c
Stream 1 - Potential Non -
Wetland Waters of the U.S.
13,799 linear feet
Name: Piedmont Lithium Project
Applicant: Piedmont Lithium, Inc.
Location: 2.8 miles north of the Hephzibah Church
Road and Dallas Cherryville Highway
intersection in Gaston County, NC
Date: 4/1/2019
Project Area: 963 acres
Center Coordinates: -81.286758°,35.387869'
SAW #: 2018-01129
PIEDMONT LITHIUM PROJECT
POTENTIAL JURISDICTIONAL WATERS OF THE U.S.
FIGURE 6B
PRELIMINARY JURISDICTIONAL DETERMINATION VERIFICATION

LEGEND
Stream 1 - Potential Non -
Wetland Waters of the U.S.
IP Project Boundary (963 ac.)
13,799 linear feet
Previous Verification (614 ac.)
Lop,
Photographs
Upland Data Points
Stream 6 -Potential Non -
Wetland Waters of the U.S.
® Wetland Data Points
465 linear feet
Culverts
r
Potential Jurisdictional Waters of the U.S.
8
Delineated Streams
- Delineated Wetlands
?
�l I%�iii�IVllll��l IIII/�IIIV i Jp01i
Delineated Ponds
i3.
d
Wetland 4 -Potential Wetland
DATA SOURCE: http://w .1mg.—/M ps
Waters of the U.S.
0.66 ac.
GP S POINTS WERE COLLECTED USING TRIMBLE GE07X AND
POST -PROCESSED
t.
Ci
r� m
0 300
aaF
-
Pond 2 - Potential Non-
Feet
�d
-
Wetland Waters of the U.S.
m
0.39 ac.
ro
/
Wetland 5
Wetland 5 - Potential Wetland
Waters of the U.S.
2.21 ac.
Wetland 8 -Potential Wetland as
Waters of the U.S.
met
0.23 ac.3da
�►
e
Stream 7 -Potential Non-
e
Wetland Waters of the U.S.
2,848 linear feet
Stream 8 - Potential Non -
Wetland Waters of the U.S.
1,131 linear feet
Wetland 6 - Potential Wetland
Stream 9 - Potential Non -
Waters
of the U.S.
Wetland Waters of the U.S.
0.09
ac.
252 linear feet
1 )J �'`-
PIEDMONT
LITNIVM
Approximate Total Jurisdictional RPW Tributary: 39,167.5 linear feet/
Approximate Total Jurisdictional Wetlands: 8.19 acres
Approximate Total Jurisdictional Pond: 0.68 acre
Approximate Total Uplands: 943.02 acres
Approximate Total Site Acreage: 963 acres J
etland 3 - Potential Wetland
aters of the U.S.
19 ac.
Stream 5 - Potential Non -
Wetland Waters of the U.S.
2,438 linear feet
Wetland 2 - Potential Wetland
Waters of the U.S.
0.15 ac.
Name: Piedmont Lithium Project
Applicant: Piedmont Lithium, Inc.
Location: 2.8 miles north of the Hephzibah Church
Road and Dallas Cherryville Highway
intersection in Gaston County, NC 1
Date: 4/1/2019
Project Area: 963 acres
Center Coordinates: -81.286758°,35.387869'
SAW #: 2018-01129
PIEDMONT LITHIUM PROJECT
POTENTIAL JURISDICTIONAL WATERS OF THE U.S.
FIGURE 6C

IffffllAfffr _%V1
LEGEND
IP Project Boundary (963 ac.)
Previous Verification (614 ac.)
I
Photographs
® Upland Data Points
4 e
0# Wetland Data Points
Wetland 8 - Potential Wetland
Waters of the U.S.
Culverts
0.23 ac.
c
Potential Jurisdictional Waters of the U.S.
G`
Delineated Streams
Stream 7 - Potential Non-
Wetland Waters the U.S.
F
of
- Delineated Wetlands
2,848 linear feet
m
{� m�
EA Delineated Ponds
DATA SOURCE: http://w .bi,g.,,,imaps
GPS POINTS WERE COLLECTED USING TRIMBLE GE07%AND
POST -PROCESSED
�� A
0 Feet 300
imate Total Jurisdictional RPW Tributary: 39,167.5 linear feet
imate Total Jurisdictional Wetlands: 8.19 acres
imate Total Jurisdictional Pond: 0.68 acre
imate Total Uplands: 943.02 acres
imate Total Site Acreage: 963 acres
M PIEDMONT
i 5 - Potential Wetland
ofthe U.S.
ure 6C
8 - Potential
ure 6C
9 - Potential Non -
Waters of the U.S.
ure 6C
and 6 - Potential Wetland
rs of the U.S.
ac.
and 7 - Potential Wetland
rs of the U.S.
ac.
Name: Piedmont Lithium Project
Applicant: Piedmont Lithium, Inc.
Location: 2.8 miles north of the Hephzibah Church
Road and Dallas Cherryville Highway
intersection in Gaston County, NC
Date: 4/1 /2019
Project Area: 963 acres
Center Coordinates: -81.286758°,35.387869°
SAW #: 2018-01129
PIEDMONT LITHIUM PROJECT
POTENTIAL JURISDICTIONAL WATERS OF THE U.S.
FIGURE 6D

Wetland 14 - Potential Wetland
Waters of the U.S.
5.45 ac
(0.39 ac. delineated;
5.06 ac. desktoo NWI)
;rn
0 F� e�9 .:.
Stream 12 - Potential Non -
Wetland Waters of the U.S.
2,444.5 linear feet
(1,2881 If delineated; 1,164If
Stream 16 - Potential Non -
Wetland Waters of the U.S.
492 linear feet
/etland 13 - Potential Wetland
/aters of the U.S.
.09 ac.
/etland 12 - Potential Wetland
/aters of the U.S.
.06 ac.
t�t'I
Stream 15 - Potential Non -
Wetland Waters of the U.S.
1,870 linear feet
Wetland 11 - Potential Wetland Stream 1 - Potential Non -
Waters of the U.S. Wetland Waters of the U.S.
0 Feet so \7"0.04 ac. 13,799 linear feet
P I E DMO
LITHIUM
LEGEND
= IP Project Boundary (963 ac.) Potential Jurisdictional Waters of the U.
Delineated Streams
Previous Verification (614 ac.)
Wetlands
PhotographsDelineated
-
Delineated Ponds
Upland Data Points
Desktop Streams
® Wetland Data Points
Desktop NWI Wetland
Culverts
DATA SOURCE: Mp:l1w bing­,/maps
GP S POINTS WERE COLLECTED USING TRIMBLE GE07X AND
POST -PROCESSED
0 Feet 300
Stream 10
- Potential N-
on797
Wetland
Waters of the U.S.
Stream 11 - Potential Non-
linear
feet
dWatersofthe U.S.
�30'11inearfeet
-.
0
Name: Piedmont Lithium Project
Applicant: Piedmont Lithium, Inc
Location: 2.8 miles north of the Hephzibah Church
Road and Dallas Cherryville Highway
intersection in Gaston County, NC
Date: 4/1/2019
Project Area: 963 acres
Center Coordinates: -81.2867580,35.387869°
SAW #: 2018-01129
Approximate Total Jurisdictional RPW Tributary: 39,167.5 linear feet
Approximate Total Jurisdictional Wetlands: 13.25 acres
Approximate Total Jurisdictional Pond: 0.68 acre
Approximate Total Uplands: 936.96 acres
Approximate Total Site Acreage: 963 acres
PIEDMONT LITHIUM PROJECT
POTENTIAL JURISDICTIONAL WATERS OF THE U.S.
FIGURE 6E

LEGEND
IP Project Boundary (963 ac.)
Previous Verification (614 ac.)
Photographs
® Upland Data Points
® Wetland Data Points
-�� Culverts
Potential Jurisdictional Waters of the U.S.
�— Delineated Streams
- Delineated Wetlands
Delineated Ponds
Desktop Streams
Desktop NWI Wetland
DATA SOURCE: Wp:/A—.bm,g mJmps
GPS POINTS WERE COLLECTED USING TRIMBLE GE07X AND
POST -PROCESSED
r— — — — — — -- —
0 Feet 300
Stream 1 - Potential Non -
Wetland Waters of the U.S.
13,799 linear feet
15 `;
Wetland 9 -Potential
\°p
Wetland Waters
ofthe U.S.
0.18 ac.
Stream 13
Stream 13 - Potential Non-
> `"
Wetland Waters of the U.S.
1,155 linear feet
n 14 - Potential Non -
id Waters of the U.S.
linear feet
SFr
Pond 4 - Potential Non -
Wetland Waters of the U.S.
0.07 ac.
Wetland 10 - PotentiaWetland l
Waters
u
ofthe U.S.
'Ey2?i
/ .
S
0.12 ac.
1
Pond 3 - Potential Non -
Wetland Waters the U.S.
of
0.08 ac.
4
!
r'
Stream 12 - Potential Non-
Wetland Waters of the U.S.
2,444.5 Imear feet
Ix
! yik
(1,2881 Ifdelineated; 1,164lfdesktop)
�
3
-
n
m
x
!
e
!mate Total Jurisdictional RPW Tributary: 39,167.5 linear feet
imate Total Jurisdictional Wetlands: 13.25 acres
!mate Total Jurisdictional Pond: 0.68 acre
!mate Total Uplands: 936.96 acres
!mate Total Site Acreage: 963 acres
r)J PIEDMONT
LITHIUM
Netland 14 - Potential Wetland
Naters of the U.S.
>ee Figure 6E
/Jf Name: Piedmont Lithium Project
Stream 16 -Potential Non-
Applicant: Piedmont Lithium, Inc.
Wetland Waters of the U.S.
/�JJ///
Location: 2.8 miles north of the Hephzibah Church
see Figure 6E
Road and Dallas Cherryville Highway
intersection in Gaston County, NC
Stream 15 - Potential Non-
Date: 4/1/2019
Wetland Waters of the U.S.
Project Area: 963 acres
see Figure 6E
Center Coordinates:-81.286758°, 35.387869'
SAW #: 2018-01129
PIEDMONT LITHIUM PROJECT
POTENTIAL JURISDICTIONAL WATERS OF THE U.S.
FIGURE 6F

Appendix G
Technical Memorandum —
Groundwater Model

JI2NVA[!
Technical
Memorandum
Groundwater Model
Piedmont Lithium Carolinas Inc.
Gaston County, North Carolina
August 30, 2021

This page intentionally left blank.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Contents
Contents
1
Introduction.........................................................................................................................
1
2
Conceptual Site Model/Groundwater Model Framework
..................................................... 1
2.1.1 Mine Pits...............................................................................................................
1
2.1.2 Temporal Constraints............................................................................................
2
2.1.3 Dewatering and Water Handling...........................................................................
2
3
Transient Model Set-up.......................................................................................................
3
3.1
Modeling Software..............................................................................................................
3
3.2
Discretization......................................................................................................................
3
4
Dewatering Simulations......................................................................................................
3
4.1
Dewatering Effect on Water Supply Wells...........................................................................
4
4.2
Dewatering Effect on Wetlands...........................................................................................
5
4.3
Dewatering Effect on Streams............................................................................................
9
5
Model Limitations...............................................................................................................10
6
Summary and Conclusions................................................................................................10
7
References........................................................................................................................11
Figures
Figure 1 — Groundwater Model Domain
Figure 2 — Site and Receptor Well Location Map
Figure 3 — Revised Model Grid
Figures 4A — 4J — Model Predicted Drawdown from Dewatering
Figure 5 — HDR Delineated Wetlands
Figure 6 — Location of Stream Reaches
Tables
Table 1 - Transient model sequence of mine pits....................................................................... 2
Table 2 - Model predicted dewatering withdrawal rates.............................................................. 4
Table 3 - Model Predicted Drawdown in Local Wells.................................................................. 5
Table 4 - Model predicted changes in groundwater flow to wetlands(gmp)................................ 7
Table 5 - Changes in base flow to streams that cross the site .................................................... 9

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Contents
This page intentionally left blank.

Piedmont Lithium Carolinas, Inc. i Technical Memorandum — Groundwater Model ���
Introduction
1 Introduction
Piedmont Lithium Carolinas, Inc. (PLCI) is proposing to construct an open pit mine in the
Carolina Tin-Spodumene Belt (TSB) of North Carolina where lithium -bearing pegmatites have
been identified. The Concentrate Operations and the Lithium Hydroxide Conversion Plant (the
Site) is in the TSB of the Piedmont physiographic province in south-central North Carolina. The
approximately 1,548-acre Site is in an unincorporated area of Gaston County, on private land
surrounding portions of Hephzibah Church Road, Whitesides Road, and St. Mark's Church
Road, approximately 1 mile east of Cherryville, North Carolina.
The overall Concentrate Operations are composed of three components: the Piedmont Lithium
Carolinas Mine #1, a Concentrate Plant, and an Industrial Minerals Plant. The Piedmont Lithium
Carolinas Mine #1 (Figure 1) will consist of four open pits of varying sizes, a waste rock
disposal area, topsoil stockpiles areas, haul roads, and other mine support areas. Mining will
occur through open pit excavations which will require dewatering. On behalf of PLCI, HDR
Engineering, Inc. of the Carolinas (HDR) performed groundwater modeling to estimate the rate
of water withdrawal during pit dewatering and evaluate possible effects pit dewatering may have
on local water resources and water users. The base groundwater model was developed by HDR
for PLCI and documented in a Technical Memorandum Groundwater Model dated July 2, 2019
(HDR, 2019). The groundwater model updates include a refined model grid, revised pit shell
geometries, and transient simulations of pit dewatering.
2 Conceptual Site Model/Groundwater Model
Framework
The groundwater flow model domain includes the southern portion of Indian Creek watershed,
Beaverdam Creek watershed, and a reach of the South Fork Catawba River. The 32.5 square
mile (mil) model domain and Site boundary are shown in Figure 1. Model input parameters
were, in part, derived from hydrogeologic data obtained during an aquifer test conducted in
2018; however, those data have been manipulated during calibration of the groundwater flow
model. The conceptual model, model framework, and model calibration for natural state
conditions are described in the 2019 Technical Memorandum (HDR, 2019).
2.1.1 Mine Pits
PLCI plans to remove resource from four mine pits (North, South, East, and West pits) within
the permitted mine boundary. The current mining operations plan calls for no more than two pits
to be actively mine at the same time, as shown in Table 3. PLCI intends to dewater mine pits to
facilitate removal of the resource. Groundwater removed from the pits during dewatering will be
pumped to settling ponds throughout the permitted area prior to discharge through outfalls
monitored via National Pollutant Discharge Elimination System (NPDES) permitting and
compliance.
PLCI's most recent estimate of resource extent was used to establish the potential extents of pit
excavation used in the transient model (see Figure 2). The mine pit geometries over time were

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Conceptual Site Model/Groundwater Model Framework
estimated by the mining engineer, Marshall Miller & Associates (MMA), in 2021 and provided as
3-dimensional shapefiles of topography for each year. MMA used MiningMath SimSched
software to optimize pit geometries and Maptek's Vulcan Evolution software to establish the
mine operations schedule (MMA, 2021)1. The differences in yearly topography were used in the
model to represent transient change in mine pit geometry (newly mined volume for each year).
Mine pits were simulated in the transient models as water -filled, high conductivity cells. Mine pit
extents for model layers were based on contours from the pit excavation geometries that
coincide with model layers. Seepage into cells was accounted for with drain return package
boundary conditions set to the bottom of lowest layers of the mine pits. Water collected by the
drains was returned to model cells at the discharge locations provided by MMA where pumped
water may discharge to a stream or wetland or infiltrate to groundwater.
2.1.2 Temporal Constraints
The calibrated steady state model of natural state conditions provided the initial conditions for
the transient modeling. Pit dewatering operations were simulated with a series of transient
models to account for temporal variation. The transient models represent mine pit extents at
various points in time with portions of different pits open at the same time. Drawdown due to
dewatering is greatest when the mine pits have been excavated to the designed terminal depth.
After completion of mining, pits may be allowed to fill with water or be filled by native waste rock
material, native mine tailings, and the non -hazardous residue created by the Lithium Hydroxide
Conversion Plant. The mine pit dewatering sequence for predictive simulations is shown in
Table 1.
Table 1 - Transient model sequence of mine pits
Pits with Dewatering
Model Year
South Pit
East Pit West Pit North Pit
1
Mining
2
Mining
Mining
3
Mining
Mining
4
Filling
Mining
5
Filling
Mining
6-10
Filling
Mining
11
Filling
Mining
12
Filling
Mining Mining
13
Filling
Filling Mining Mining
14-20
Fillina
Fillina Minina Minina
2.1.3 Dewatering and Water Handling
Water is assumed to be pumped from the lowest levels of the mine pit into settling basins prior
to discharge to adjacent streams or wetlands. Dewatering is simulated with a MODFLOW drain
cell (water level controlled by a conductance value at a specified elevation) to estimate the
amount of water removal necessary to achieve dewatering of the mine pits. The water removed
by drain cells is returned to the model at discharge locations identified by MMA (Figure 2).
Water from mine pit dewatering returned to the model infiltrates to groundwater or flows out of
The mine pit geometries are resource -based and in some locations extend beyond the mine permit boundaries. For this reason,
the effects of dewatering are conservative and at some places reflect greater dewatering than is currently envisioned.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Transient Model Set-up
the model domain through streams and wetlands. Returning water from dewatering operations
to the model provides a better representation of aquifer recovery after dewatering ceases.
3 Transient Model Set-up
The set-up and calibration of the steady state model, which provides the initial conditions for the
transient groundwater flow models, is described in the Technical Memorandum Groundwater
Model dated July 2, 2019 (Tech Memo) (HDR, 2019). The model layers and boundary
conditions were not modified (including how wetlands and surface water bodies were
simulated). This section describes the revisions and updates required for the transient models.
3.1 Modeling Software
Transient groundwater modeling was performed using the United States Geological Survey
(USGS) groundwater model software MODFLOW-2005 (Harbaugh, 2005). MODFLOW-2005 is
an enhanced version of the USGS modular groundwater flow model, MODFLOW. MODFLOW-
2005 allows for enhanced management of internal data. Aquaveo's 2021 Groundwater Modeling
System, GMS, (Aquaveo, 2021) was used to manage data to develop the groundwater flow
models and to evaluate model simulations. GMS's graphic interface and data handling functions
were used develop and update the base conceptual model and the hydrogeologic framework
described in the previous Tech Memo. GMS was used to display and evaluate transient model
results.
3.2 Discretization
The model grid was refined to focus on the area near the Site, allowing for increased resolution
in the vicinity of the mine pits. The refined portion of the model grid was expanded to the south
and west from the original steady state model to include the pit extents used for this transient
model. Cells in the model for the previous and current modeling efforts range in size from 50
feet on a side in refined areas in the vicinity of the Site to 500 feet on a side in remote areas.
The revised model grid is shown in Figure 3.
4 Dewatering Simulations
Mine pit dewatering was simulated by changing model cells within the horizontal and vertical
extent of the pit to a high conductivity material. Drains cells were placed at the base of the
lowest layers and the elevations of the drains adjusted to the bottom elevation of the pit
coincident with the timeframe being simulated. Water seeping out of the cells surrounding the pit
was removed by the drains. The water removed by all drains used to simulate dewatering was
summed to estimate dewatering volumes and rates needed to dewater the pits. The water
removed from the pits by the drains was returned to the model at locations identified as
discharge from settling ponds by MMA. Stream cells connected to the stream network were
placed in the same cell and given large conductance values so the water would be simulated to
be returned to the streams. Drawdown of the water table resulting from dewatering was
calculated based on the total change in water level between the initial steady state non -pumping
model and the mine -year simulated (model year). The estimated withdrawal rates are presented
in Table 2.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Dewatering Simulations
Table 2 - Model predicted dewatering withdrawal rates
Pumping Rate (gpm)
Model Year
South Pit
East Pit
West Pit North Pit
Total
1
525
50
575
2
975
1,225
2,300
3
725
775
1,500
4
25'
1,025
1,050
5
75'
950
1,025
6-10
N/A2
1,250
1,250
11
N/A2
1,575
1,575
12
N/A2
1,050
950
2,000
13
N/A2
0
500 850
1,350
14-16
N/A2
N/A2
10753
1,075
Pumping to maintain drawdown while filling pit with excavated material
2 No dewatering modeled.
3 West and North Pits are merged.
4.1 Dewatering Effect on Water Supply Wells
Predicted drawdown in wells within the Site boundary, which will be decommissioned by PLCI
during mine development, ranged from 0 feet to 17.8 feet and averaged approximately 1.9 feet.
Predicted drawdown in wells outside the Site boundary ranged from 0 feet to 21.5 feet and
averaged approximately 4.0 feet. Within the Site boundary, four wells are expected to
experience significant loss of water column (available drawdown) during dewatering of East,
West, and North Pits. Outside the site, two wells are expected to experience significant loss of
water column during dewatering of West and North Pits. Estimated drawdown in wells in the
vicinity of the Site are shown in Table 3 and on Figures 4A, though 4J. Note that the
excavation extents used in the models are based on the extent of the resources and not
necessarily the extent of planned mining activities, specifically along the southern permit
boundary where the resource is estimated to extend beyond the permit boundary (MMA, 2021).
The greatest extent of drawdown is simulated to occur in years 14 through 20 when the West Pit
is being dewatered and the East Pit is filling. The drawdown shown in Figure 4 represents
dewatering to the extent of the resource boundaries rather than the permit boundaries of the
pits, providing a worst -case estimate of drawdown that may occur.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum - Groundwater Model ���
Dewatering Simulations
Table 3 - Model Predicted Drawdown in Local Wells
South Pit Pumping
East Pit Pumping
West Pit Pumping
North Pit Pumping
Receptor Well Drawdown (ft)
Well
Year
1
Year 2
Year
3
Year
4
Year
5
Year6-
10
Year 11
Year 12
Year 13
Year14-
20
Wells Within Site Boundary
1523 R W McLamb Dr.
DRY
DRY
DRY
DRY
DRY
DRY
12.1
13.1
13.4
12.5
819 Whitesides Rd.
0.0
0.0
0.2
0.4
0.4
0.4
0.4
0.5
1.0
1.4
1121 He hzibah Church Rd.
3.1
1.8
1.2
1.0
0.8
0.7
0.7
10.6
16.9
17.8
901 Whitesides Rd.
0.0
0.0
0.0
0.1
0.1
0.1
0.3
0.1
0.2
1.1
921 Whitesides Rd.
0.0
0.1
0.1
0.2
0.2
0.3
0.3
0.3
0.8
2.4
1266 He hzibah Church Rd.
0.5
0.7
1.1
2.9
3.4
5.2
5.2
7.6
13.3
17.5
1021 He hzibah Church Rd.
1.3
1.1
0.0
0.7
0.6
0.6
0.5
0.5
0.6
1.3
633 Aderholdt Rd. 2
0.0
0.0
0.0
0.1
0.3
0.5
0.5
0.5
0.6
8.5
1029 He hzibah Church Rd.
2.3
1.3
0.7
0.4
0.3
0.2
0.1
0.4
1.1
2.4
Wells Outside of Site Domain
732 Whitesides Rd.
8.5
13.7
21.5
18.9
15.0
15.6
12.4
11.1
11.4
11.2
129 George Pa seur Rd.
0.3
0.5
0.9
2.0
2.2
3.3
3.4
3.4
3.5
4.2
663 Aderholdt Rd. 1
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
1.2
20.4
534 Whitesides Rd.
0.0
0.0
0.0
0.1
0.2
0.3
0.3
0.3
0.5
0.8

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Dewatering Simulations
4.2 Dewatering Effect on Wetlands
Potential changes to groundwater flow into wetlands during dewatering operations were
evaluated by comparing flow into wetlands in the steady state model with the dewatering
predictive simulations. Dewatering of the South Pit caused Wetland 2 to go dry and it remains
dry during the remainder of the 20-year mining operation. Dewatering of the South Pit also
results in drying of Wetlands 11 and 12, although they are restored when dewatering operations
shift to the East Pit and dry up again when dewatering commences in the West Pit. Dewatering
of the East Pit results in drying of Wetlands 4 through 8; these wetlands remained dry for the
remainder of the 20-year mining operation. Simulated West Pit dewatering resulted in drying of
Wetland 16 prior to its elimination by mining operations when the West Pit and North Pit merge.
Note that pit dewatering water discharged near wetlands helps maintain flow in some of those
wetlands; routing of additional flow into wetlands may help mitigate the drying predicted by the
model. Wetlands 6, 7, and 8 maintain some flow from groundwater while discharge from the
South Pit is occurring nearby. Changes to predicted groundwater discharge to wetlands are
presented in Table 4. The location of wetlands in the vicinity of the Site are shown in Figure 5.
Note that although the model returns water removed from the pits to the simulated streams, this
return only marginally influences the impacts on the wetlands.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum - Groundwater Model ���
Dewatering Simulations
Table 4 - Model predicted changes in groundwater flow to wetlands (gmp)
Model Year 1
Model Year 2
Model Year 3
Model Year 4
Model Year 5
Model Year 6 - 10
Model Year 11
Model Year 12
Model Year 13
Model Year 14 - 20
Pits D watering
S
S, E
S, E
E
E
E
E
E, W
W, N
W, N
Wetland
Wetland
Size
Acres
Steady
State Flow
m
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change
'
Flow
Ft3/d
Percent
Change'
Wetland 1
0.28
1,327
1328
-0.03
1330
-0.20
1323
0.36
1262
4.92
1204
9.33
1104
16.79
1103
16.88
486
63.41
0
Dry
0
Dry
Wetland 2
0.15
6,330
4634
26.79
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
Wetland 3
3.19
11,519
11517
0.02
11730
-1.83
7261
36.97
5282
54.15
4485
61.06
4424
61.59
6204
46.14
5737
50.19
4597
60.09
0
Dr
Wetland 4
0.66
1,703
1671
1.88
1670
1.94
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 5
2.21
5,483
5270
3.89
5269
3.92
1706
68.88
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
Wetland 6
0.09
2,061
2197
-6.62
2014
2.26
1190
42.25
130
93.71
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 7
0.38
3,752
3233
13.83
2968
20.90
2698
28.08
35
99.06
0
Dry
0
Dry
351
90.64
0
Dry
0
Dry
0
Dry
Wetland 8
0.23
2,559
535
79.07
432
83.10
481
81.21
320
87.50
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 9
0.18
660
1028
-55.67
1002
-51.79
1000
-51.50
1001
-51.63
1005
-52.29
1010
-52.99
1019
-54.42
1021
-54.74
1011
-53.22
0
Dr
Wetland 10
0.12
1,796
1785
0.62
1783
0.72
1781
0.85
1780
0.87
1780
0.87
1781
0.85
1782
0.78
1783
0.73
1782
0.79
0
Dr
Wetland 11
0.04
1,930
693
64.09
427
77.87
0
Dr
0
Dry
0
Dry
147
92.40
351
81.82
0
Dry
0
Dry
0
Dr
Wetland 12
0.06
1,930
0
Dry
0
Dry
380
80.31
395
79.53
442
77.10
653
66.15
830
57.01
0
Dry
0
Dry
0
Dr
Wetland 13
0.09
2,007
1939
3.38
1824
9.10
1741
13.26
1707
14.95
1703
15.16
1720
14.31
1768
11.90
1555
22.54
1269
36.79
0
Dr
Wetland 14
5.45
5,310
5296
0.27
5279
0.58
5252
1.09
5223
1.65
5204
2.00
5194
2.19
5194
2.18
5165
2.73
4964
6.52
0
Dry
Wetland 15
0.04
2,147
2086
2.86
2085
2.89
2085
2.88
2088
2.77
2090
2.68
2094
2.47
2100
2.22
2099
2.23
2086
2.86
0
Dr
Wetland 16
0.08
76
70
8.52
69
9.74
69
10.25
55
27.66
61
20.60
68
11.62
73
4.68
0
Dry
0
Dry
0
Dry
' Negative indicates an increase in flow to the wetland from groundwater. Positive indicates a decrease in flow to the wetland from groundwater.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Dewatering Simulations
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Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Dewatering Simulations
4.3 Dewatering Effect on Streams
Mine pit dewatering alters stream base flow by reducing the contribution of groundwater to
streamflow. Change in stream baseflow was assessed by comparing stream baseflow estimated
by the steady state model with stream baseflow in the dewatering predictive simulations.
Baseflow was evaluated for three streams crossing the Site (Figure 6). Decreases in simulated
baseflow to Beaverdam Creek up stream of Little Beaverdam Creek ranged from 2.2 percent in
model year 11 (when dewatering in East Pit occurs) to 5.9 percent in model year 12 (when
dewatering occurs in East Pit and West Pit). Simulated baseflow in Beaverdam Creek
downstream of the confluence with Little Beaverdam Creek ranges from 3.1 percent in model
year 1 (when dewatering occurs in South Pit) to 9.0 percent at the end of plan year 20 (when
West Pit is dewatered). Decreases in simulated baseflow to Little Beaverdam Creek ranged
from 0.1 percent in model year 1 (when South Pit is dewatered) to 6.9 percent in model year 13
(when East Pit is being filled and West Pit is dewatered). An unnamed tributary to Beaverdam
Creek (Stream 3) exhibited baseflow decreases ranging from 0.4 percent during model year 2
(when South Pit is dewatered) to 3.1 percent (when West Pit is dewatered). Model -predicted
changes in stream baseflow are presented in Table 5.
Table 5 - Changes in base flow to streams that cross the site
Beaverdam Creek
Above Confluence'
Little Beaverdam
Creek
Beaverdam Creek
Below Confluence'
Unnamed Tributary
Model
Flow2
Percent
Flow'
Percent
Flow'
Percent
Flow'
Percent
Year
(Ft3/d)
Change
(Ft3/d)
Change
(Ft3/d)
Change
(Ft3/d)
Change
Steady
-569,356
-435,255
-1,681,833
-163,653
State
1
-545,113
4.3
-434,660
0.1
-1,631,117
3.0
-162,320
0.8
2
-541,563
4.9
-433,446
0.4
-1,622,721
3.5
-162,917
0.4
3
-538,616
5.4
-431,440
0.9
-1,609,935
4.3
-162,797
0.5
4
-538,716
5.4
-428,394
1.6
-1,608,281
4.4
-160,529
1.9
5
-541,270
4.9
-418,435
3.9
-1,600,251
4.9
-162,576
0.7
6-10
-548,891
3.6
-418,899
3.8
-1,615,812
3.9
-161,519
1.3
11
-556,696
2.2
-419,820
3.5
-1,629,960
3.1
-160,985
1.6
12
-535,792
5.9
-414,010
4.9
-1,580,594
6.0
-161,027
1.6
13
-536,719
5.7
-405,337
6.9
-1,553,419
7.6
-159,911
2.3
14-20
-539,972
5.2
-406,888
6.5
-1,530,283
9.0
-158,582
3.1
Confluence is with Little Beaverdam
Creek.
2 Negative
sign indicates stream baseflow from groundwater.
Groundwater removed from the pits during dewatering will be pumped to settling ponds
throughout the permitted area prior to discharge through outfalls monitored via NPDES
permitting and compliance. In the transient model simulations, water lost from stream baseflow
due to pit dewatering was recycled back to the streams through the settling basins and
discharge points shown in Figure 6.
Note that there is a stream that flows into the West Pit starting in about Year 14 once the West
Pit and the North Pit merge. The model estimated that this stream will still receive about 13,000
9

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model
Model Limitations
cubic feet per day of base flow, which then flows towards the pit and is not accounted for in the
dewatering estimates. The water from this stream will either be re-routed to Beaverdam Creek
or will be included in water pumped from the West Pit to Beaverdam Creek. Either way, this
water, which is not accounted for in Table 5, will be included in the flow of Beaverdam Creek.
When it is included, the greatest percent reduction in flow, which occurs in Year 20, is reduced
from 9.0 percent to 8.2 percent.
5 Model Limitations
Groundwater flow models are generalizations of complex groundwater flow systems that cannot
be reasonably simulated without extensive data, detailed inputs, and large computational
requirements. The complexity is contained in the generalization, but local effects may influence
real world outcomes. Other limitations of the groundwater model of the Site are described in the
Tech Memo.
6 Summary and Conclusions
Transient groundwater flow modeling was used to estimate the rate of groundwater withdrawal
required to dewater four planned mine pits and evaluate potential impacts on adjacent water
resources due to dewatering. The transient groundwater model was developed from the
calibrated, steady state model for natural conditions described in the Tech Memo and refined to
capture currently planned resource extents and sequencing, as provided by PLCI and MMA.
• Model -predicted dewatering rates ranged from 525 gpm for the South Pit to 1,575 gpm
for East Pit. The total dewatering rate in any given year ranged from 575 to 2,300 gpm,
with the greatest amount of pumping occurring in year 2.
Predicted drawdowns for wells located within the Site, which will be decommissioned by
PLIC during mine development, ranged from 0 to 17.8 feet and averaged about 1.9 feet.
Predicted drawdowns for wells outside the Site ranged from 0 to 21.5 feet with an
average of approximately 4.0 feet. Four wells within the site are predicted to have
significant loss of available drawdown (water column) during dewatering of the East,
West, and North Pits. Beyond the permit boundary, two wells are predicted to
experience significant reduction of available drawdown during dewatering. One well was
predicted to experience significant water column loss throughout most of the 20-year
mine operation, while another is predicted to experience significant water column loss
during dewatering of the combined West and North Pits in years 14 to 20.
• Predicted impact to wetlands were most significant during the East and West/North Pit
dewatering simulations, indicating drying of 7 and 10 wetlands, respectively. Three
wetlands are predicted to dry up during dewatering of South Pit. Note that routing of
additional flow into wetlands may help mitigate the drying predicted by the model.
The contribution of groundwater to stream flow (baseflow) to the three streams crossing
the Site decreases between 0.1 to 9.0 percent based on the location of the stream
relative to the pit which is being dewatered. The largest predicted decrease in baseflow
occurred in Beaverdam Creek at the very end of the last year simulated after the West
Pit merged with the North Pit. Adding flow from a stream that is disconnected from the
stream network would decrease this impact to 8.2 percent.
10

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model
References
• PLCI will return water withdrawn during dewatering to streams at NPDES permitted
discharge points to reduce potential pumping effects due to mine operation. Some water
withdrawn due to dewatering may be diverted to wetlands to offset potential impacts to
wetlands.
7 References
Aquaveo, 2021, Groundwater Modeling System (GMS)
Harbaugh, A.W., 2005, MODFLOW-2005, The U.S. Geological Survey modular ground -water
model —the Ground -Water Flow Process: U.S. Geological Survey Techniques and Methods 6-
A16, variously p.
HDR, 2019, Technical Memorandum Groundwater Model. Prepared for Piedmont Lithium.
Marshall Miller & Associates (MMA), 2021, Estimated Mine Pit Extent with optimization using
MiningMath's SimSched program and scheduling using Maptek's Vulcan Evolution program.
11

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model
References
This page intentionally left blank.
12

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Figures
Figures
F
1

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Figures
This page intentionally left blank.

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PATH: C:\USERS\JTROYER\DESKTOPWROJECTSWLOFIGURES\FIGURE <C.MXD- USER: JTROYER-DATE: 8/19/2021

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•• `�"`�� ( DATA SOURCES: State Plane Coordinate System,
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Total Flow Measurements
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PATH: HAPLI\ANALYSIS\FIGURE 6.MXD - USER: JTROYER -DATE: 8/19/2021

FN
440 S Church Street, Suite 1000
Charlotte, NC 28202-2075
[phone]
hdrinc.com
© 2021 HDR, Inc., all rights reserved

Appendix H
Clean Water Act Section 404
and 401 Permit Approvals

DEPARTMENT OF THE ARMY PERMIT
Permittee Piedmont Lithium, Incorporated
Permit No. SAW-2018-01129
Issuing Office CESAW-RGC
NOTE: The tern "you" and its derivatives, as used in this permit, means the pennittee or any future transferee.
The term "this office" refers to the appropriate district or division office of the Corps of Engineers having
jurisdiction over the permitted activity or the appropriate official of that office acting under the authority of the
commanding officer.
You are authorized to perform work in accordance with the terms and conditions specified below.
Project Description: This permit authorizes the placement of fill material in 1,48.1 linear feet of perennial
tributary, 4,904.5 linear feet of intermittent tributary, 0.18 acre of wetlands, and 0.16 acre of impounded
waters of the United States for the construction of a hard rock lithium mine. This permit also authorizes
potential indirect impacts to 7.46 acres of wetlands associated with mine pit construction and dewatering.
Project Location; The proposed Piedmont Lithium mine is centered around 1501 Hephzibah Church Road in
Bessemer City, North Carolina. From ❑S-321 N, take Exit 12B for NC-275 W/NC-279 W. Take aright onto
NC-275 W, then continue onto NC-279 W fnr 7.3 miles. Take a right onto Hepbzibah Church Road and
continue to follow Hephzibah Church Road for 0.9 miles, then turn left to stay on Hephzibah Church Road
for another 1.5 miles.
Permit Conditions:
General Conditions:
1. The time limit for completing the work authorized ends on December 31, 2030. If you find that you need more
time to complete the authorized activity, submit your request for a time extension to this office for consideration at
least one month before the above date is reached.
2. You must maintain the activity authorized by this permit in good condition and in conformance with the terms
and conditions of this permit. You are not relieved of this requirement if you abandon the permitted activity,
although you may make a good faith transfer to a third party in compliance with General Condition 4 below.
Should you wish to cease to maintain the authorized activity or should you desire to abandon it without a good faith
transfer, you must obtain a modification of this permit from this office, which may require restoration of the area.
3. If you discover any previously unknown historic or archeological remains while accomplishing the activity
authorized by this permit, you must immediately notify this office of what you have found. We will initiate the
Federal and state coordination required to determine if the remains warrant a recovery effort or if the site is eligible
for listing in the National Register of Historic Places.
4. If you sell the property associated with this permit, you must obtain the signature of the new owner in the space
provided and forward a copy of the permit to this office to validate the transfer of this authorization.
LNG FORM 1721, NOV 86 EDITION OF 5EP 82 IS OBSOLETE (33 CFR 325 (Appendix A))
1

5. If a conditioned water quality certification has been issued for your project, you must comply with the
conditions specified in the certification as special conditions to this permit. For your convenience, a copy of the
certification is attached if it contains such conditions.
6. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary
to ensure that it is being or has been accomplished in accordance with the terms and conditions of your permit,
Special Conditions:
SEE ATTACHED SPECIAL CONDITIONS
Further Information.
I. Congressional Authorities: You have been authorized to undertake the activity described above pursuant to:
() Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.G. 403).
(X} Section 404 of the Clean Water Act (33 U.S.C. 1344).
(} Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C. 1413).
2. Limits of this authorization.
a. This permit does not obviate the need to obtain other Federal, state, or local authorizations required by law.
b. This pen -nit does not grant any property rights or exclusive privileges.
c. This pennit does not authorize any injury to the property or rights of others.
d. This permit does not authorize interference with any existing or proposed Federal project.
3. Limits of Federal Liability. In issuing this permit, the Federal Government does not assume. any liability for the
following:
a. Damages to the permitted project or uses thereof as a result of other permitted or unpermitted activities or
from natural causes,
b. Damages to the permitted project or uses thereof as a result of current or future activities undertaken by or
on behalf of the United States in the public interest.
c. Damages to persons, property, or to other permitted or unpermitted activities or structures caused by the
activity authorized by this permit.
d. Design or construction deficiencies associated with the permitted work_
e. Damage claims associated with any future modification, suspension, or revocation of this permit.
4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not contrary to the
public interest was made in reliance on the information you provided,

Re-evaluation of Permit Decision. This office may reevaluate its decision on this permit at any time the
circumstances warrant, Circumstances that could require a reevaluation include, but are not limited to, the
following.-
a- You fail to comply with the terms and conditions of this permit.
b. The information provided by you in support of your permit application proves to have been false,
incomplete, or inaccurate (See 4 above).
c. Significant new information surfaces which this office did not consider in reaching the original public
interest decision.
Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification, and
revocation procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained in 33 CFR
326.4 and 326.5. The referenced enforcement procedures provide for the issuance of an administrative order
requiring you to comply with the terms and conditions of your permit and for the initiation of legal action where
appropriate. You will be required to pay for any corrective measures ordered by this office, and if you fail to
comply with such directive., this office may in certain situations (such as those specified in 33 CFR 209.170)
accomplish the corrective measures by contract or otherwise and bill you for the cost.
6. Extensions. General condition 1 establishes a time limit for the completion of the activity authorized by this
permit. Unless there are circumstances requiring either a prompt completion of the authorized activity or a
reevaluation of the public interest decision, the Corps will normally give favorable consideration to a request
for an extension of this time limit.
Your signature below, as pernuttee, indicates that you accept and agree to comply with the terms and conditions of
this permit.
fl Ali
(FERMITTEE) WEDONT LITHIUM, I CORPORATED (DATE)
This permit becomes effective when the Federal official, designated to act for the Secretary of the Army, has signed
below,
(DISTRICT COMMANDER) RO T.I. CLA (DATE)
COLONEL, U.S. ARMY
DISTRICT COMMANDER
When the structures or work authorized by this permit are still in existence at the time the property is transferred,
the terms and conditions of this pemtiit will continue to be binding on the new owner(s) of the property. To validate
the transfer of this permit and the associated liabilities associated with compliance with its terms and conditions,
have the transferee sign and date below.
(TRANSFEREE)
(DATE)
`U.S. GOVERNMENT PRINTING GFFICE: 1986--717-425

NOTIFICATION OF ATlMINISTRATIVE APPEAL OPTIONS ANVD PROCESS AND
REQUEST FOR APPEAL
Applicant: Piedmont Lithium, Incorporated File Number: SAW-2018-01129 Date: 11/22/2019
Attached is: See Section below
®I INITIAL PROFFERED PERMIT (Standard Permit or Letter ofpermission) A
LJ1 PROFFERED PERMIT Standard Permit or Letter ofpermission) g
❑ PERMIT DENIAI, C
❑
APPROVED RJRISDICTIONAL DETERMINATION
❑
F11
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION T - The following identifies your rights ftnd options regarding an administrative appeal of the above decision.
Additional information may be found at hLp:llwww.usace.army.miUinet/functions/gw/cecwo/reg or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
■ ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer wili send you a proffered permit for your reconsideration, as indicated in
Section B below.
B. PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
■ APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section 11 of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This fotrn. must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
■ APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section If of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the: Corps district for furthm instiuciiva. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.

SECTION Il - REQUEST FOR APPEAL or_OBJECTION S TO AN INITIAL.PROF FI RED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR 17NFORM.ATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
Mr. Philip Shannin, Administrative Appeal Review Officer
District Engineer, Wilmington Regulatory Division,
CESAD-PDO
Attn: Mr. David Shaeffer
U.S. Army Corps of Engineers, South Atlantic Division
US Army Corps of Engineers
60 Forsyth Street, Room 1 OM15
151 Patton Avenue, Room 208
Atlanta, Georgia 30303-8801
Asheville, NC 28801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunito participate in all site investi ations.
Date: Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: David Shaeffer, 69 Darlington Avenue,
Wilmington, North Carolina 28403
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Philip
Shannin, Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 10M15, Atlanta,
Georgia 30303-8801
Phone: [phone]

SPECIAL CONDITIONS
Action ID: SAW-2018-01129
1. All work authorized by this permit shall be performed in strict compliance with the
attached permit plans Sheets 1-32 dated May 24, 2019, which are a part of this
permit. The Permittee shall ensure that the construction design plans for this project
do not deviate from the permit plans attached to this authorization. Any modification
to the attached permit plans must be approved by the U.S. Army Corps of Engineers
(Corps) prior to any active construction in waters or wetlands.
Rationale: This condition ties the permittee's project plans to the permit.
2. Except as authorized by this permit or any Corps -approved modification to this
permit, no excavation, fill or mechanized land -clearing activities shall take place at
any time in the construction or maintenance of this project, within waters or
wetlands. This permit does not authorize temporary placement or double handling of
excavated or fill material within waters or wetlands outside the permitted area. This
prohibition applies to all borrow and fill activities connected with this project.
Rationale: This condition clarify that only the impacts to waters of the US specified by
the project plans are approved by this permit.
3. Except as specified in the plans attached to this permit, no excavation, fill or
mechanized land -clearing activities shall take place at any time in the construction or
maintenance of this project, in such a manner as to impair normal flows and
circulation patterns within waters or wetlands or to reduce the reach of waters and/or
wetlands.
Rationale: This condition clarify that the project cannnot impound waters or reduce the
reach of waters without being specifically authorized by the permit.
4. All mechanized equipment shall be regularly inspected and maintained to prevent
contamination of waters and wetlands from fuels, lubricants, hydraulic fluids, or other
toxic materials. In the event of a spill of petroleum products or any other hazardous
waste, the Permittee shall immediately report it to the N.C. Division of Water
Resources at [phone] or [phone] and provisions of the North
Carolina Oil Pollution and Hazardous Substances Control Act shall be followed.
Rationale: This condition addresses potential indirect impacts to waters of the U.S.
from mechanized equipment fluids.
5. The Permittee shall implement all necessary measures to ensure the authorized
activity does not kill, injure, capture, harass, or otherwise harm any federally -listed
threatened or endangered species. While accomplishing the authorized work, if the
Permittee discovers or observes an injured or dead threatened or endangered
species, the U.S. Army Corps of Engineers, Wilmington District, Charlotte Field

Office, Attn*. David L. Shaeffer at 704-510-1437, or [e-mail]
will be immediately notified to initiate the required Federal coordination.
Rationale: This special condition ensures continued compliance with the Endangered
Species Act.
6. The Permittee shall notify the U.S. Army Corps of Engineers in writing prior to
beginning the work authorized by this permit and again upon completion of the work
authorized by this permit.
Rationale: This condition facilitates timely inspections for Section 404 CWA
compliance.
7. The Permittee shall conduct an onsite preconstruction meeting between its
representatives, the contractor's representatives and the appropriate U.S. Army
Corps of Engineers Project Manager prior to undertaking any work within
jurisdictional waters and wetlands to ensure that there is a mutual understanding of
all terms and conditions contained within the Department of the Army permit. The
Permittee shall schedule the preconstruction meeting for a time frame when the
Corps; NCDCM, and NCDWR Project Managers can attend. The Permittee shall
invite the Corps, NCDCM, and NCDWR Project Managers a minimum of thirty (30)
days in advance of the scheduled meeting in order to provide those individuals with
ample opportunity to schedule and participate in the required meeting. The thirty (30)
day requirement can be waived with the concurrence of the Corps.
Rationale: This condition gives the Corps and agencies the opportunity to meet with the
contractors and applicant to dicuss permit conditions and to answer questions.
B. The Permittee shall use only clean fill material for this project. The fill material shall
be free of items such as trash, construction debris, metal and plastic products, and
concrete block with exposed metal reinforcement bars. Soils used for fill shall not be
contaminated with any toxic substance in concentrations governed by Section 307 of
the Clean Water Act. Unless otherwise authorized by this permit, all fill material
placed in waters or wetlands shall be generated from an upland source.
Rationale: This condition addresses potential indirect impacts to waters of the U.S.
from contaminated fill material.
9. The Permittee shall take measures necessary to prevent live or fresh concrete,
including bags of uncured concrete, from coming into contact with any water in or
entering into waters of the United States. Water inside coffer dams or casings that
has been in contact with concrete shall only be returned to waters of the United
States when it no longer poses a threat to aquatic organisms (concrete is set and
cured)_
Rationale: This condition addresses potential indirect impacts to waters of the U.S.
2

from live concrete.
10. The Permittee shall require its contractors and/or agents to comply with the terms
and conditions of this permit in the construction and maintenance of this project, and
shall provide each of its contractors and/or agents associated with the construction
or maintenance of this project with a copy of this permit. A copy of this permit,
including all conditions and drawings shall be available at the project site during
construction and maintenance of this project.
Rationale: This condition specifies that the permittee is responsible for discharges of
dredged or fill material in waters of the United States done by their contractors.
11. Special condition 11:
1) During the clearing phase of the project, heavy equipment shall not be operated in
surface waters or stream channels. Temporary stream crossings will be used to
access the opposite sides of stream channels. All temporary diversion channels and
stream crossings will be constructed of non -erodible, materials. Grubbing of riparian
vegetation will not occur until immediately before construction begins on a given
segment of stream channel.
2) No fill or excavation impacts for the purposes of sedimentation and erosion
control shall occur within jurisdictional waters, including wetlands, unless the impacts
are included on the plan drawings and specifically authorized by this permit. This
includes, but is not limited to, sediment control fences and other barriers intended to
catch sediment losses.
3) The Permittee shall remove all sediment and erosion control measures placed in
waters and/or wetlands, and shall restore natural grades on those areas, prior to
project completion.
4) The Permittee shall use appropriate sediment and erosion control practices which
equal or exceed those outlined in the most recent version of the "North Carolina
Sediment and Erosion Control Planning and Design Manual" to ensure compliance
with the appropriate turbidity water quality standard. Erosion and sediment control
practices shall be in full compliance with all specifications governing the proper
design, installation and operation and maintenance of such Best Management
Practices in order to ensure compliance with the appropriate turbidity water quality
standards. This shall include, but is not limited to, the immediate installation of silt
fencing or similar appropriate devices around all areas subject to soil disturbance or
the movement of earthen fill, and the immediate stabilization of all disturbed areas.
Additionally, the project shall remain in full compliance with all aspects of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statutes
Chapter 113A Article 4). Adequate sedimentation and erosion control measures
shall be implemented prior to any ground disturbing activities to minimize impacts to
downstream aquatic resources. These measures shall be inspected and maintained

regularly, especially following rainfall events. All fill material shall be adequately
stabilized at the earliest practicable date to prevent sediment from entering into
adjacent waters or wetlands.
Rationale: This condition documents the permittees responsbility to employ
appropriate sediment and erosion control practices to avoid potential indirect impacts to
jurisdicitonal waters.
12.The Permittee, upon receipt of a notice of revocation of this permit or upon its
expiration before completion of the work will, without expense to the United States
and in such time and manner as the Secretary of the Army or his authorized
representative may direct, restore the water or wetland to its pre -project condition.
Rationale: This condition documents the permittee's responsibility to restore permitted
impacts to their pre -project condition.
13.All reports, documentation and correspondence required by the conditions of this
permit shall be submitted to the following address: U.S. Army Corps of Engineers,
Regulatory Division, Charlotte Regulatory Field Office, c/o David L. Shaeffer, 151
Patton Avenute, Room 208, Asheville, North Carolina 28801, and by telephone at:
704-510-1437. The Permittee shall reference the following permit number, SAW-
2018-01129, on all submittals.
Rationale: This provides contact information for the project manager.
14. Violation of these permit conditions ❑r violation of Section 404 of the Clean Water
Act shall be reported to the Corps in writing and by telephone at: 828-271-7980
within 24 hours of the Permittee's discovery of the violation.
Rationale: This condition specify compliance reporting contacts and requirements.
15. In order to compensate for impacts associated with this permit, mitigation shall be
provided in accordance with the provisions outlined on the most recent version of the
attached Compensatory Mitigation Responsibility Transfer Form. The requirements
of this farm, including any special conditions listed on this form, are hereby
incorporated as special conditions of this permit.
Rationale: This permit condition was added to document compensatory mitigation
requirements for the project, to ensure compliance with the 404(b)(1) guidelines, and to
ensure that project impacts were not more than minimal.
16. No activity may substantially disrupt the necessary life cycle movements of those
species of aquatic life indigenous to the waterbody, including those species that
normally migrate through the area. All discharges of dredged or fill material within
waters of the United States shall be designed and constructed to maintain low flows
to sustain the movement of aquatic species.
4

Rationale: This condition addresses potential issues associated with the installation of
improperly designed and/or installed culverts.
17. Special Condition 17
1} Unless otherwise requested in the application and depicted on the approved
permit plans, culverts greater than 48 inches in diameter shall be buried at least one
foot below the bed of the stream. Culverts 48 inches in diameter and less shall be
buried or placed on the stream bed as practicable and appropriate to maintain
aquatic passage, and every effort shall be made to maintain existing channel slope.
The bottom of the culvert shall be placed at a depth below the natural stream bottom
to provide for passage during drought or low flow conditions. Culverts shall be
designed and constructed in a manner that minimizes destabilization and head
cutting.
2] Measures shall be included in the culvert construction/installation that will promote
the safe passage of fish and other aquatic organisms. The dimension, pattern, and
profile of the stream above and below a culvert or pipe shall not be modified by
widening the stream channel or by reducing the depth of the stream in connection
with the construction activity. The width, height, and gradient of a proposed opening
shall be such as to pass the average historical low flow and spring flow without
adversely altering flow velocity. Spring flow should be determined from gauge data,
if available. In the absence of such data, bankfull flow can be used as a comparable
level.
3) The Permittee shall implement all reasonable and practicable measures to ensure
that equipment, structures, fill pads, work, and operations associated with this
project do not adversely affect upstream and/or downstream reaches. Adverse
effects include, but are not limited to, channel instability, flooding, and/or stream
bank erosion. The Permittee shall routinely monitor for these effects, cease all work
when detected, take initial corrective measures to correct actively eroding areas, and
notify this office immediately. Permanent corrective measures may require additional
authorization by the U.S. Army Corps of Engineers.
Rationale: This condition documents the permittee's responsibility as it relates to the
installation of culverts.
18.If previously undiscovered cultural resources are encountered while condcuting
grading within the project area, the Corps shall be immediately notified in writing and
by telephone at: 828-271-7980 within 24 hours of the Permittee`s discovery of the
resources so that coordination can be initiated with the Cherokee Nation and North
Carolina State Historic Preservation Office.
Rationale: This is to address the Cherokee Nations concern regarding the potential for
the discovery of cultural resources during the grading operations.
5

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WX9t9�RRM[PDND X0.2 �' �
I r
• � : �,EAIEFDENC�"J rypp
47
- �._• - NDRUFL P.Nn E15 iY} .f
' Ph0N0.9i0 aI�kFL
Pvwnnccs�3aAc--
. CHAIN LINK PEN f'' .•
fl '
PLAN VIEW: pROPOEED W SEDIMENT POND ND.2
gpulPR � J+D.
A6a B`� FgirnP oaounpanw.Ts)
= Ppeln— raLW*lJNL e�aon[
bF IaHr cL•ro�p � x ww:+orcw.
� aix 5 �r}�wn WpR�aFa�x x� � 1� x^`• �� L
wz au ,Ka t�eo roo rlc[E�iO�GSr�ivawa
�rol9�iuRE
sEcTlou ea CifTOPF TRENCH DETAIL CO1RPM
!SO 95tl
��r'Ei�e an I Ptm :inn .
❑ rFYaT ,GGu'K
F Bfq• I ets�E.[}lpnu *mo / — B�
� LJ �
I cjrleeCn
vnv Ms0 1W6 �•® xM0 2.w ] w
r�wwnnwaP,e,
ww.r mm.:a,mo
„pd,nya.a+e[Auri
w
PROP= EME RD ENCY SPILLWAY
a a. aeemP.xox,
w'«scm.amov
,,,,,r,•,dv.,w om�
vr�br. a> YN
blc 121n 1q
,..vre lm bu um Rc/w
PRg,-Pogm un CHANNEL
TYPIW DROP ftln WA&
STAGE$ST�OR M,,p-2CIJ E
IGa�:
��r
r� m.•.:rr�Giim��
7u•-�Efr�i
i :cl'l4-�1
,v,m[w.�. sti,r,Pe Pw.nl
arow,iF rpiFrK/,�Wr�nd,a
wMLaeoexFM wwKo.s
� w
[errx urcw arrem..�
me vn m
src«.ac
.ow
.rc. srnec
amuu wlFm�
0.� m
a aee
[AO
n.,00F rAa
Ablri an
4m
rmm
oNee >Ifi]
Y�
0.N�e ue¢c ,m
�>e
ryi Xm
o�, «aw •m
amaR
aawT ,gym
�ll1�RS1u1P i-,�ra [[.Hv�,�
NI�'15 ]'77*
WL�]` Nmiw [LN iY% ���iREiW a,�N [. rai�� Isowmra
t�SIr5g0u�]R/�[Nu[we wx[nvYON[o.e[[C�tiNil[IINw[My[[I[NVRYGIWnLi
y Pnrn,[�wvN-McftlwcT-, IWw•c[ DT+1tr.f,III,[[r{I%i-Lgw Afih.
1 MTA1l an�ECu>[WGT[iHRSTaIl01 r.1xf.[1[rI— FL,s1 Waisrt ln1lr; Mie0,10[MLW
•.r1acFH IVY'+�[rweavwwx[ew'*�G/Ef'R"'x�xmrw 5cbveRa111i[Maviue AaS 1s w—
YVpr—&EMHA MEHr

Ile
urnwl..wlN.l
STAGE 37p1;g3E CURVE
�
'^wA aem.�N.rwoNv,a
6Erka. �{�, �
� .ea. s•m. ��'��
/.•' j ,..
,w.ve awoa..wn sam
�r
Aucru.!
-
e R
~-
y
PROPOSED EMERGENCY SPILLWAY
'
'T.�1�IECUO.s�lalc
r
1
�
M.iL.
^+�M�^
• r x
a
NpR•hL PODL EL 1gTa �`�
I
1
auac
PaxC uMilr a.
xxR �al..prr roRo Fr�.s
� � *
1
�'
--
a�.rtr,m rta-[mow,
Vim+: v � m at.�
rt �u � enTM iwi hau en
wnr
g*nwvE [Marva
STCI.E EHt:ilDY 9/SSPATIXt
+
ASueSNw tax
u�i
tA'V i4
• _
W 66.0
_ _�
NA .i"�,��
�
rvu
w.erdW�e.m dxn 9..+c'0..v
Niac
H1[D >f 0.MN m
rMm
0.r,% rm
ua9ctl
aft•o
ale6,
gyro 0.•y�ig
Daf[c �
ROPOEEb WAIF DUCH ND.
wrrhq.nxopwtir.rpu.
�' 0.,N. F tm
um
prpy
_ _ l .
•so
1
FROPosEpwAw [LwENp.e
�"
wmY. nx.4.
a,mr
PROPOSED IAKNEL
rw °g°[' a
P�10
xoRD
� \ 11
rm
xeoss t.m
. _
I
LAN VIEW: PROPORC! W WR SEDIMrWF POND RO.S
gdnDn rwr(n
eso esF
. � I Dl n,6 •�xA•� i � Fu uAremAl� `�xuwnuwtvrgiM'+oa�no5e
B00 i iaf —
d
DW � _'� txur..:TF.O iC �%CF AiM�.CrAn
OrinF>•«ute,wa
SECTIONS-k' CIfIOFF TREPJCH DEYA�L
aC.AG t••an r+,T.S
A60
aR•tq.o
� 80a l I PFD
Dew w(. t.to w rwa �.aa :.ro wF
SECTION A.N
aC.uE: -W
TYPICAL CROP 41 LET DUAL
I.1[r meOf rntM.rDIr.4T�
IM
SrAu.[e \ +IrwlrAl ter`• 1�11 �[[tfMkNd'Sw.MW
tWSiTfFM a1Y /
w:..rrFN� „tnF ar Fran SECTIOM.A VIEW
r.Pn.
roar met
Roils
.en rua MAttpe Ion uosmrc mvr[ce vu en;�h Fro u � unH sauxuns
L+nrgyAhtxrxhwnµ.WRik[rlar:L(S WIORb-CT,i wr ttlSW NTI6.F
3 Sim iwmr.tFh hxn(Prioln{; ip;w0.51Na[ .".rcri�iir r —rr.wN1I Y+. m0•r mwd L6•!
MmriH P,ur nw[.Min�r,ur,IltNrtrnvlerS a[rwrrn[H[5lihvnrt wNpttryrtrup. yDi tp ncu[:
TYPICAL EMIR a uRNT p@TAR

..gym nxEss Rono�, ----
i 41
Pkupwo 1'.a MKi.rA.6 ri• rsxrou. M+,.Sa dr+P+
¢I} x m o�•ewm
yy � crnr3k[INe ClfroFF rR:nGM +
S�'MEHr'P�HG Nb-e r ,•'w�PAws.rmr nH
CwwB1A. a,PP
N�.. ,,.,.r5ynufd.u.lanlYd
pft-MLLWAY
IuClaAl-- Lw�•,[[ [� a
E-utp� OISSNATDR
PROPOSW EWEitG EML'Y SPILLWAY
n�RNK PM i- 6FrAf� A. !li I 41ii i ,S k[5. �r.ypri .mn,Ms
ice' , h$ I � 'l l4 Sl �•i5 � S �� t �e
. �co=os6oeva:xcrr.ry __� 'F ' ' '.� , '.i� H•..e�. +s:�..: w-ro
. �le[:tG':l'J Bx�f �r•nnN_, �' I � , �� it m u ,m Bm x
4POPOsm ExiTCHANNEL
N.
l� IN 1 nores[nvn}.auuc o.++J
eLAH VIEW : PROP26E0 W WR SEDIMENT POND NO,4
c�rbrwr [..raw .
� enEi�o2,n[ � LaneBU.[. Me[F� cu �. Wu
wx v,fB ,wc 1A[ rm a,04 f.m a,f0 ..m
sECTMN B-&
@urrwv r wig
�ccvnnt,.a+*seNrBr
[++r'�'�+ p wnwr n u0e nn roe[aRov�
m�x'�M�1A� u�m' o[1bn=uwun
CUTOFF TRENCH DETAILB'n oPrnx•.,arWu
MO ABB
[nb3r RnE„➢ I
�v - r-eAro«ei uxn' aw
�m��wK W
Ke B•se ,wc [. �•m
TYMCAL DROP INLET LMML.
n18
STAGES 7R�Af�CL—
y �nacaa[
Y
C s�evw�C m�iaE���lBxs
sioe..0 rwE
mas sa P�.l ems• " un o-,•r n� BrN
rtprcd C� •.rb 0� 0.Hn....r�
�,RB Pa,n •'+sa 0.M1.
.sa Fo� 1m 0.;p� MffS em
R 6,pS fS�B ,Ax aria en H 0.w •ele anw .im, ,,m
pP•nhn� m.of v.M1[ ei�
,14W'wxI I - - �.ii.-.r ;.'. #M1 - ea4C'19NNwr
.q.t.,�. fi. 11 ir'_
�• r��x
__'YOni
I•.
. i f�`��' %:off. } /.'• f`
[rxr ri wa[1 x.n nn. SEC$WMVIEW L �rps• n.�ma
ran •anrt
s :e,nx[o.uce [o.IA wNco.*.nnw.n�rI•S/s as[u.es
:. wsrAl, . Mx.MW-, sa.3 anx I+sa wn's�a w. �[o,ax-rwm, Pw �.:� sw.[�uo a n
j. tisTlu scyylRugByunav5 ioeemslnu.1 � Oi[f[llvmoxB,wuw[k Iii4.OrI q[I?IOF a�sf
..r��A•TI[,e[auAufwlAkWIMBNIDIGHrVloe[[[,wuH,w, fKMMlaaFJ[OWI— InP>[tl X/a[I
TYPIC4 EMI AWMENT DETAIL

m
PLAN VIEW : PROPOSED W W R SEDIMENT POW n NO, 5
uo aon.Ltivawra exn� w - aeo
1f em
o•a e.aa i.ei f.w s.0 rW l'iro� �•w .wo
SECTIOA• BA'
9AA 8A0
ry
9. W Enanq1
ew e•de w e•se � f.pp
SECTION A -A'
- r.w
iM01. TAANLR
�sur eurtfAW
wWirP
nuwArCci�w[
CUTOFF TRENCH DETAIL cw•n
GwVFYm TiMKK.lExW 9bF t+was
n�gexeb� xseee�.aK[.ox1
ew dwNa+a ta,W
A.. etww.e CwF.'r�w fir.•,
•aq aiem
ew�p. nnfGrm:0.wn
� •i•aom
Irtp+fp�ta N.i
ooeRpAa
Frnrt iu mL+
PROPOSED EYEx.EWOY SPILLWAY
w.+a
I L
Lama 7
rx.XGhrPlx»imew}
Oa+alFmw un &w54 Y�R maw
�>389br xm.,
�••. AF�s� 1Aw
•w tivrypt Caw Ssao•: sAe
sYps��em[a
PW. • d Cnm•t 0.wxa
wdarnr. �aLisy.
nand NvY wsNn
Y � lamp.
1ms teFM Rm rop,sFA
Fr..ee`s: ,m MN
PROPOSED EM CHANNEL
-_rMCAL DROP IK OETAIL
vdA innrAluwWexr ..-L
rn� rIe[ rr.. f--�nriyP.fru4xm
I SpuI
p.3EALVIEW z�°" �Ww%v
I CIN cmEi
1.
STAGE STORAGE CURVE
vmn sE KwP w.6
wNe eE�nTt•Dxorns
NrGTN F. iwa:a
pr ml PI {w N N n++AIA A*dun[ wh.W,•A
W �y N
Pw W •�
evm Arpr ef,oi �yr�r
ayy a'1r offii
Aka. Mrul sAe
obfrl
w40o Aare /m
ner•0
Nr•Oo e,at�
oLeis a>b15
NCm vn xr aAws 0.arse rm ALwee 5.15a t•Ap
MOTES
eEfn nxnnMF NhitlnG rp/[Af944 fUrvTAt1 [m NrFnrylAMO r[r[AeK �dil nOA11.
9. ip51,t l • ae.x vurt, sa a [mR NSEs eui:ss iH sneCM+I.,CF AwrK iwrercE se+.ti�rw CJs.
'x wsuu susO.rrt nkA [Cw,P�C 1� i�#s s*R:r[rusF w wn[i,v 1Kr� r NaYr xYY[ S FN". Morn aG>•1[W p McKs,
ei,K'MY,,�h S,ues•wnnu��v-u_wuu.r•ipr e�•0[rnxv, fir[x�xuartnKu[oWrtuW >1p r05C LL;
TYPICAL EMSANKWENT DETAIL

=
BOO
090
i5O
TOO
�w taO xee Yee �q/
J t
TYP,CAL WASTE FILL RAMROA MA[L
Ym[iniiG
#mY�.
TOO nwneO�
� plMmm
9Eflt•3178LOPE OETNL
!M Iun£e m wiCH Pwo Oeaop
UWR SECTION NO.1
9�0
OSO
8OY
l50
TOO
FW eNe !•0� YW �i �W ...ao
MR SCUM NO.2
muiE r.ov
euaoeee w�amanne a,wl.LONI ,y w,,.,� ,
m>rosw i-arr+. owP
rnucewr+a orc.u"e
TYP�CALnra1 ❑ESRIL
I—t's.N�q itr rourmw
PROPOSED LOW WATER ❑ROSSIN(i

EWR FLUME WO. t
SCALE: I =w
EWR FLUME N0. 3S
$Cw.e 1-=SW
ors 41.
eso
I
EWR FLUME NO-Y
SCALE: IL.5p1
EWR FLAME NO 3
SCALE! P-6v
NDTES
v W ietn�. yyay ee,,pepNp�o er xne
oaanm `s w+M ee�*nox uo� eA nsiK6�a.1HE
P:u Nut e[ A c�BntA. v,� Wn.l" a pnGe ixi„ N wawx
BLv i+.00e, he x�s[wc vuu
�Tayy,W wm NaxNrtvrvoawnvmuneON
s,+.�
eE.,lx
oRJ
RT�nTM
p14HEl
PMR1nl NLt,
P'� RwAE Na i
MA 4wlE No -a
B/i011TC0ADCN �ws
ew�a a
OWYma eocK wsW
AAM rtNiq i+Ge
uo
.w
EWRFLVME NOA
SCALE: 1' a 50'
� 9LCpWR
Y
�rlwe anweeo+cu nrcun
MICA, F UME DETAIL
ni t,

yY
mo
&
xa
oroXd•u�
� emroxvMzH
�
�
' roB
��ao— s.la --
aNn r.�
ewo
aKe
EWR DMIA Ma 1
SCALE: 1' � 1
p.11Cv1
eonarAonr [.V.•eEL rcortcnoX
To
ir] 1R]
wcx wrne
Bm
w'titi�
fBC . w f v aW �•x e.m o a •Bi W oio iwc ••Nn xwn •.].w
EWR orrC:h 00. d
srA,nu
rnd! *9
pTV
anrmureo
P*I TM
raavcrn rnTBEcnorr
a, yr
BxifwNNp
p1 N1
4C
up
4Nn'I�CD>nCN1eY41P
uF
M�1e•nv
4
.rino�am
7aa
c.ca �.m-- x�oe - a.m .•m
8CRLE: 1' = JW
aM*ON [enn eortLw WG9N c.geilamoiYGiv1
=o ma vra
w �vc.eww
c
mo
5
7
�
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w Oxw•�W Sul>�
C
vARiE
5'TICAL E'YRi G{fCH H0.1 • HD-6 aE-rNLS
Boa
I I
o Ci
Xl ru oe mo � a�giaD
iG�a I� x•oo ]� i•ea e� B.m ! w e•ee wo] uu V1nn lx m fa•m i�•b ts.ee a•ot i}.m Il.W •e•oa
EKR
ilq. ow ro
opVX
ma
WmwNrarN w
6]a
puvBa vBvr[crw
N-k
bW[[OfUrN1YR1'
n.ri
c[]` Glbs�
RUCN�W
wo of n.
�. fl
ai ¢ar*uM or m•o• l _ W
o x �..� r on ].� i•n f.eo wo M1se !•w ua y ! w
EWR DITCH HDI &
inOYiAiw,i
npyMpeX _ chueVammlCfA]B
6*�
eLLK BIBBVv
POCYWeU
Bn0 eoo
]a.b
gruo eoo
Boncw � I ma
oNe — r•m ano
MR DiTC ND. B
sCAL . r=�
oo++o+wa• awavEr.
�sr.inr'G FfJ i"r]
as
IJJSES
�i�na�weO cWm�MS1�gM�S�am ar Oul�ARF
mpxergN....eE ni ¢Amunv tanAusS.Tc mo*Ecttw
s �Y' 11W.iGldWRS Pa99PIFelEe ll[mTC�.•�
r.] POCt � eV-iN[�E nxcca6��ee V.e iYHlnt'M QNKtT
spe-+es nrtdw+¢t-+rr;morxxL el x
IEvix�oSSVia+Ee �lvrne.•E I•sl W.
1r,PrM1 �V Van nNEiTXeYMUNp dAS�lEn uoal:�ftd1[NL
IwB�. iIEB�Aati?wsiVOrVwls•[[•ai �POEr1fYeLec
q4 �wT�(nK mrWSVN.p of sas+YervY� Wlw:i
w04�CElNn!•� �Xm.�noria�5!Wt
P ®PUr��-ltn uen.•r.wrElE w`[TSoIS P�iI�rt•O1u�w'FL-l1E
µ �gpp[.VrtX n •EIXW
oc C�Apo owNu+/I+•.]�1 en¢
�Bi� a�w� �tM�YA1vr•LIHI•
xru ans HN>•+eeewu •# 0e uxv.
of =YxuronSNEGr•'r0 o�EKhIwN.

\�Y�ul�L1LEL
PEAEr+
�! Y
• AEU LT]W xJI
PLAN VIEW, PROPOSED EWReS EDIMEW POND NO.I
ZQ Sonar' gm ]
pprx417
)y� WD{�. pp{{ w
p.n IM ,•W ,.ce two Pw
••sv
"O _ _
awP wsv ,Ka -,Hv s.w aeL
ArA
g curer mcrr_��
aish.G Gu0.tip P�rt,[Hrs,
ru x.+e aL1 •.�wwrwr ur. ro aaao�x
z� �eur uT+nae.wTeNe.
CLRCFF TREYCN DETAIL °OHS
u-4.
L
card � nv-0oiw.
e.y Pm•wn.xm
Hwx..aw o.,.� xex
vww`m.Acw� aysf
Ceusp. �inN
o.vnaer,.. anlr
..e uwv�+e rwxwy.
PrU DSED EMERGENCY SPILLWAY
T� '�EatR�q
liml
�..Isr.q�llA+n•e<aex,
rp.�Ynw•mJl Wda."9Kn
a+a
'��rv,n�a [a�[LAwry
� =-
PROPOSED E1tIT CHANNEL
STAGE S-CRAG E CURVE
a W wPOND aY.,
�a1xeClulrr
nY pp.p�
ml
Ra
m
rn
srp"aE xCa,A� CMHRnT—
ewa i.Pn4Hr=pHPNI.I
nux. npL a*we
P, ILI Wnl ,n, apw � An u a1..W aTf..,at6E NeEm/µ
n,m
iyp A,b,
A,[e, xxY
txepe 0.0.me
�m amT
mop arse
eao.v 'm +.nrn rae
nIm
ni pl ab�[
axiom ,-00
felm PbPe
TYPICAL DROP 6LETEIETA14
"TInk
�uAl..n q� .----.Polccm.eirr
-• �-,T
„ n ;2^i aF2k a
�[xrrl•ul"I .a, xno[x SECTIONAL VIEW �, �rgw sTAVRIn
�.SHrtNap/FF MmWC fO.In[151pn [imrM PVYne}XJx nAlO fxryxM so{sLpops
f.ia:4":{xa.Nurnor ssn Pae. aLnllF w,,[caeWeaz wernn ACaa fISVMIn{.s.
x AN�pWxa„ ro ipyy s,Lu[— AWe epN WI[ILfnWjNN xj x e,.fAPLx.O,i, ,,
[.rq MNF•151,.,1Nnv[•Lrlhtx,yN tlKi111 t%e el. -wy. 514�aLL�N,�(Lu•uw type rpyWL
TYPICAL EA B WKNENT DETAIL

b
,11`j�1iky11 �A �fITCH -�•f �e
!'rI •� f - Pnc�os LEspl nncn'N0.a. ��'r�•+
.gyp
A ,
■\
�, _ _ S •yyncaHOlfrSl.
1 II '. �y,5
, , g•.
- - f1 1 , �
`� � 612NE�lERGYq p� 1-
R
.-AT
� r k
7
a�.y� n'f :Nf HkG.2 f a
II ,
1
dp
J��•r 1.
PLAN VIEW; PROPaSEo EVlR SE 7lNfNT PpHo NC.2
YhE �'•ep
gpn F Tecrw
L5p _ .... --�� eoernam[pwGiRRN�.RPi
cai,:drw.ne �r4,.µ as
1° �'�' Rww.P,mcurmnmrf..
--�Y j L
TW - � r, �gl[onmEhcN TEO nquNi VPmww.Rxw
a,4° pqp .ye tye x.[a xNiP t:alPxcfeOro�pFaiAloYm
pplpA lax.pP[oENFm
O'iYY YIHaTUK
3EC[]Did.@•g' CIICOFF TRENCH OErAI�
990 - 950
4a
•if.2n
Tgo i I oSUF[��pKali�R � T�0
o�W E•Fe w t•Bl i•R ]f-0 ]we
SEGTiaNR-A•
— 1•-aP
M
c�rlix.�i �.�aVe s.Mr
om[• d n�.° u�a.
vaw. ax w
i..m e� m`ne�anr�
PFMPOSEO EMERGENCY SPILLWAY
N.rA Lm Axxb
L neon
prripw]n[wvonuel
ip. A�aWfLfwn C[.�wC
Lmnnw: uA mw ebNx°af
NRdWHW tRaw�ewYm�mxw
remeo
v�,rp•i. a u,..w aa[za
Rx..v.: M.Ipm
wk°�eed• saama"["�
crer�wvS 1�u�NN Asa a[fmp
PPpi O Uw%FCHANNEL
TYPICAL DROP IIYLO OETAFL _
S7A s 57�0'R►. CURVE
sigrvw YJL1Rre CZ�Rm'c
FxA s]uPeRf iC.x Pa x
nN. �
RnG
au�i
IP m
Ni al nAFn f4'u
aiovRp!
V]iRPdRv
yr,
Cass
PS
1
°°.wle
W
Pe,(Y9xF 1 m
Aede:a
am
1m
¢e*n
AteF°
earn os.n
a[o
pAea% [Ap
O.dN
F.a6
ere�x
n,w
a
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1�eN
[m
uwM • •xe
1L°n
W wr
fw ¢Tiw E FM
.
FeR Axel [IlSvuxPll-�
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BRIDGE NOTES:
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(e.g. awimem Tenses. erosion ooen 1 structures.
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umir from 654lrbed ground during bridge ov,v+ tion
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PROP06E�Wu]'JLL m
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TYPICAL SOUTH PIT IIKKFLLL §WT ON
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I
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DETAILS
56CTION NEWS
TYPICAL PIT CROSS SECTION TYPICAL RECLAMATiON
PIT CROSS SECTION
PIEDMONT LITHIUM, INC.
PIEDMONT LVrHIUM '� aR.r+n1 R I E D/IAONT
32 d V WkC.OLNTON WEST QUADRANGLE
GASTON COUNTY, NORTH CAROLINA LITHIUM

ROY COOPER
Governor
MICHAEL S. REGAN
secrrfary
LINDA CULPEPPER
Director
Piedmont Lithium, Inc
Attn: Patrick Brindle
5706 Dallas-Cherryville Highway
Bessimer City NC 28016
NORTH CAROLINA
Environmental Quality
October 21, 2019
DWR 1120190035
Gaston County
Subject: Approval of Individual 401 Water Quality Certification with Additional Conditions
Piedmont Lithium Project
USACE Action ID. No. SAW-2018-01129
Dear Mr. Brindle:
Attached hereto is a copy of Certification No. WQC004201 issued to Mr. Patrick Brindle and Piedmont
Lithium, Inc., dated October 21, 2019. Please note that you should get any other federal, state or local
permits before proceeding with the subject project, including those required by (but not limited to)
Sediment and Erosion Control, Non -Discharge, and Water Supply Watershed regulations.
This approval and its conditions are final and binding unless contested. This Certification can be
contested as provided in Articles 3 and 4 of General Statute 150B by filing a written petition for an
administrative hearing to the Office of Administrative Hearings (hereby known as OAH) within sixty (60)
calendar days.
A petition form may be obtained from the OAH at http://www.ncoah.com/ or by calling the OAH Clerk's
Office at [phone] for information. A petition is considered filed when the original and one (1)
copy along with any applicable OAH filing fee is received in the OAH during normal office hours (Monday
through Friday between 8:00am and 5:00pm, excluding official state holidays).
The petition may be faxed to the OAH at [phone], provided the original and one copy of the
petition along with any applicable OAH filing fee is received by the OAH within five (5) business days
following the faxed transmission.
Mailing address for the OAH:
� & North Carolina Department of Environmental Quality I Division of Water Resources
52 North Salisbury Street 1 1617 Mall Service Center I Ralef h, North Carolina 27699/617
rH
919.707.9000

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 2 of 10
If sending vio US Postal Service: if sending via delivery service (LIPS, FedFx, etc):
Office of Administrative Hearings Office of Administrative Hearings
6714 Mail Service Center 1711 New Hope Church Road
Raleigh, NC 27699-6714 Raleigh, NC 27609-6285
One (1) copy of the petition must also be served to DEQ:
William F. Lane, General Counsel
Department of Environmental Quality
1601 Mail Service Center
Raleigh, NC 27699-1601
Unless such a petition is filed. this Certification shall be final and binding.
This certification completes the review of the Division under section 401 of the Clean Water Act and ISA
NCAC 02H ,0500. Contact Sue Homewood at 336-776-9693 orsue.homewood@)ncdenr.gov if you have
any questions or concerns.
Sincerely,
Mac Haupt, Acting Supervisor
401 & Buffer Permitting Branch
cc: Kelly Thames, HDR (via email)
David Shaeffer, USACE Charlotte Regulatory Field Office (via email)
Byron Hamstead, LISFWS (via email)
Olivia Munzer, NC WRC (visa email)
Todd Bowers, EPA, (via email)
DWR MRO 401 file
DWR 401 & Buffer Permitting Branch file
Filename: 20190035PiedmontLithiumProject(GAston)_IP.docx

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 3 of 10
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
CERTIFICATION #WQC004201 is issued in conformity with the requirements of Section 401, Public Laws
92-500 and 95-217 of the United States and subject to North Carolina's Regulations in 15 NCAC 02H .0500,
to Mr. Patrick Brindle and Piedmont Lithium, Inc., who have authorization for the impacts listed below, as
described within your application received by the N.C. Division of Water Resources (Division) on January 4,
2019 and subsequent information on May 31, 2019, July 3, 2019, and September 5, 2019 and by Public
Notice issued by the U. S. Army Corps of Engineers and received by the Division on January 17, 2019.
The State of North Carolina certifies that this activity will not violate the applicable portions of Sections
301, 302, 303, 306, 307 of the Public Laws 92-500 and PL 95-217 if conducted in accordance with the
application, the supporting documentation, and conditions hereinafter set forth.
This approval requires you to follow the conditions listed in the certification below.
Conditions of Certification:
1. The following impacts are hereby approved. No other impacts are approved, including incidental
impacts. [15A NCAC 02H .0506(b) and/or (c)]
Type of Impact
Amount Approved (units)
Permanent
Amount Approved (units)
Temporary
Stream
Impact 1— Stream 2*
178 (linear feet)
0 (linear feet)
Impact 2 — Stream 3
1,090 (linear feet)
0 (linear feet)
Impact 3 —Stream 8*
249 (linear feet)
0 (linear feet)
Impact 4 — Stream 8
549 (linear feet)
0 (linear feet)
Impact 5 — Stream 9
77 (linear feet)
0 (linear feet)
Impact 6 — Stream 10
520 (linear feet)
0 (linear feet)
Impact 7 — Stream 11
30 (linear feet)
0 (linear feet)
Impact 8 — Stream 15
1,126 (linear feet)
0 (linear feet)
Impact 9 —Stream 15*
81 (linear feet)
0 (linear feet)
Impact 11—Stream 12
917 (1inearfeet)
0 (linear feet)
Impact 12 — Stream 12*
700 (linear feet)
6 (linear feet)
Impact 13 —Stream 12*
55 (Iinear feet)
0 (linear feet)
Impact 15 —Stream 1213
240 (linear feet)
0 (Iinear feet)
404/401 Wetlands
Impact 14—Wetland 9
0.18 (acres)
0 (acres)
Indirect Impacts:
Wetlands 1-8, 11-13, 16
7.46 (acres)
0 (acres)
Open Waters
Impact 10— Pond 3
0.08 (acres)
0 (acres)
Impact 15 -- Pond 4
0.08 (acres)
0 (acres)
* Indicates perennial stream, mitigation required

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 4 of 10
Mitigation must be provided for the proposed impacts as specified in the table below. The Division
has received an acceptance letter from the NC Division of Mitigation Services (DMS) to meet this
mitigation requirement. Until the DMS receives and clears your payment, and proof of payment has
been provided to this Office, no impacts specified in this Authorization Certificate shall occur. For
accounting purposes, this Authorization Certificate authorizes payment to the DM5 to meet the
following compensatory mitigation requirement [15A NCAC 02H OS06 (b)(6)]:
Compensatory Mitigation
River & Sub -basin Number
Required
Stream
1,263 (linear feet)
Catawba
03050102
Wetlands
7.64 [acres]
Catawba
03050102
3. The Permittee shall conduct surveys for state -listed mussel and crayfish species within the project
limits prior to project commencement in accordance with recommendations from North Carolina
Wildlife Resource Commission. Survey results shalt be supplied to the NCWRC prior to project
commencement. [15A NCAC 02H .0506(b)(2) and 15A NCAC 046.0125]
4. Streams within the project limits that have been avoided by direct impacts from the project shall be
monitored for surface Flow by the Permittee to establish any loss of hydrologic fun ctionlflow and to
determine if the streams continue to provide aquatic life propagation and biological integrity per
required in North Carolina Administrative Code 15A NCAC 2B .0211]1). Continuous flow
measurement shall occur through gauges installed at the locations identified as 401-1 through 401-5
as shown on the attached Monitoring Location Map:
Background flow measurements shall be conducted for a minimum of 1 year prior to the
commencement of pit dewatering activities and shall continue until a it can be demonstrated that all
possible pit dewate ring conditions have been realized for a sufficient period of time to document
flow trends during each season, and any hydrologic function/flow impacts have been sufficiently
monitored. Annual reports of monitoring shalt be submitted to the Winston-Salem Regional Office
on June 1 of each year.
If monitoring of stream flow indicates a reduction of flow of greater than 10% at any sampling
location, then the Permittee shall submit a report to the Division which includes an analysis of of
hydrologic and aquatic function of the stream. If the Division determines that there has been a loss
of functioning accordance with 15A NCAC 2B .0211(1) the Permittee shall submit a mitigation plan
to the Division.
5. Upon the start of pit dewatering activities, groundwater levels shall be continuously monitored in
observation wells OB-1 through OB-13 as shown on the Mine Map provided with the July 3, 2019
supplement provided to the Division. Groundwater levels in the observation wells shall be recorded
a minimum of 24 hours prior to the start of pit dewatering. The Permittee shall provide a minimum
of 1 year of baseline monitoring from previously estahlished monitoring lnratinnc [MW-1 to MW-5,

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 5 of 10
OW-2S, OW-2D, PW-1, OW -IS and OW-113J to represent groundwater elevations across the site
prior to the commencement of pit dewatering. Annual reports of monitoring results shall be
submitted to the Winston-Salem Regional Office on June 1 of each year. If observation well show
lowering of the groundwater table below that predicted by the technical memo submitted to the
Division on July 3, 2019 then the Permittee shall provide an updated report that addresses impacts
to surrounding public water supply wells.
6. A copy of the stormwater outfaii/surface water monitoring plan, as approved by the Division of
Energy, Mineral and Land Resources NPDES Permit and/or Mining Permit shall he submitted to the
Division prior to the commencement of mining activities. Additional surface water monitoring
requirements may be added by the Division upon review of the surface water monitoring plan(s)
approved by the Division of Energy, Mineral and Land Resources. [15A NCAC 02H .OS06(b)(5)]
7. Stormwater runoff from impervious surfaces throughout the entire project site shall be addressed in
one or more of the regulated programs: an approved Sediment and Erosion Control Plan, a NPDES
stormwater permit, a NPDES wastewater permit, a Division approved Stormwater Management Plan.
[15A NCAC 02H .0506(b)(5)]]
S. This approval is for the purpose and design described in your application and as described in the Public
Notice and as amended in supplemental information supplied to the Division. The plans and
specifications for this project are incorporated by reference and are an enforceable part of the
Certification. Any modifications to the project require notification to DWR and may require an
application submittal to DWR with the appropriate fee. [15A NCAC 02H .0501 and .0502]
9. No waste, spoil, solids, or fill of any kind shall occur in wetlands or waters beyond the footprint of the
impacts (including temporary impacts) as authorized under this Certification. [15A NCAC C2H .0501
and .0502]
10. All construction activities shall be performed and maintained in full compliance with G.S. Chapter
113A Article 4 (Sediment and Pollution Control Act of 1973).
11. Sediment and erosion control measures shall not be placed in wetlands or waters except within the
footprint of temporary or permanent impacts authorized under this Certification. 115A NCAC 02H
.0501 and .0502]
12. Erosion control matting that incorporates plastic mesh and/or plastic twine shall not be used along
streambanks or within wetlands. [15A NCAC 02B .0201]
13. An NPDES Construction Stormwater Permit (NCG010000) is required for construction projects that
disturb one (1) or more acres of land. The NCG010000 Permit allows stormwater to be discharged
during land disturbing construction activities as stipulated in the conditions of the permit. If the
project is covered by this permit, full compliance with permit conditions including the erosion &
sedimentation control plan, inspections and maintenance, self -monitoring, record keeping and
reporting requirements is required. [15A NCAC 02H .0506(b)(5) and (c)(5)]

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 6 of 10
14. All work in or adjacent to streams shall be conducted so that the flowing stream does not come in
contact with the disturbed area. Approved best management practices from the most current version
of the NC Sediment and Erosion Control Manual, or the NC DOT Construction and Maintenance
Activities Manual, such as sandbags, rock berms, cofferdams, and other diversion structures shall be
used to minimize excavation in flowing water. [15A NCAC 02H .0506(b)(3) and (c)(3)]
15. Culverts shall be designed and installed in such a manner that the original stream profiles are not
altered and allow for aquatic life movement during low flows. The dimension, pattern, and profile of
the stream above and below a pipe or culvert shall not be modified by widening the stream channel or
by reducing the depth of the stream in connection with the construction activity. The width, height,
and gradient of a proposed culvert shall be such as to pass the average historical low flow and spring
flow without adversely altering flow velocity. 115A NCAC 02H .0506(b)(2) and (c)(2)].
Placement of culverts and other structures in streams shall be below the elevation of the streambed
by one foot for all culverts with a diameter greater than 48 inches, and 20% of the culvert diameter
for culverts having a diameter less than or equal to 48 inches, to allow low flow passage of water and
aquatic life.
If multiple pipes or barrels are required, they shall be designed to mimic the existing stream cross
section as closely as possible including pipes or barrels at flood plain elevation and/or sills where
appropriate. Widening the stream channel shall be avoided.
If bedrock is discovered during construction, then DWR shall be notified by phone or email within 24
hours of discovery.
Installation of culverts in wetlands shall ensure continuity of water movement and be designed to
adequately accommodate high water or flood conditions. When roadways, causeways, or other fill
projects are constructed across FEMA-designated floodways or wetlands, openings such as culverts
or bridges shall be provided to maintain the natural hydrology of the system as well as prevent
constriction of the floodway that may result in destabilization of streams or wetlands.
The establishment of native woody vegetation and other soft stream bank stabilization techniques
shah be used where practicable instead of rip -rap or other bank hardening methods.
16. Application of fertilizer to establish planted/seeded vegetation within disturbed riparian areas and/or
wetlands shall be conducted at agronomic rates and shall comply with all other Federal, State and
Local regulations. Fertilizer application shall be accomplished in a manner that minimizes the risk of
contact between the fertilizer and surface waters. [15A NCAC 02B .0200 and 15A NCAC 02B .0231]
17. If concrete is used during construction, then all necessary measures shall be taken to prevent direct
contact between uncured or curing concrete and waters of the state. Water that inadvertently
contacts uncured concrete shall not be discharged to waters of the state. [15A NCAC 026.0200]

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 7 of 10
18. No temporary impacts are allowed beyond those included in this Certification. All temporary fill and
culverts shall be removed, and the impacted area shall be returned to natural conditions within 60
calendar days after the temporary impact is no longer necessary. The impacted areas shall be
restored to original grade, including each stream's original cross -sectional dimensions, planform
pattern, and longitudinal bed profile, All temporarily impacted sites shall be restored and stabilized
with native vegetation. [15A NCAC 02H .0506(b)(2) and (c)(2)1
19. All proposed and approved temporary pipes/culverts/rip-rap pads etc. in streams shall be installed as
outlined in the most recent edition of the North Carolina Sediment and Erosion Control Planning and
Design Manual or the North Carolina Surface Mining Manual or the North Carolina Department of
Transportation Best Management Practices for Construction and Maintenance Activities so as not to
restrict stream flow or cause dis-equilibrium during use of this Certification. [15A NCAC 02H
.0506(b)(2) and (c)(2)1
20. Any riprap required for proper culvert placement, stream stabilization, or restoration of temporarily
disturbed areas shall be restricted to the area directly impacted by the approved construction activity.
All riprap shall be buried and/or "keyed in" such that the original stream elevation and streambank
contours are restored and maintained. Placement of riprap or other approved materials shall not
result in de -stabilization of the stream bed or banks upstream or downstream of the area. [15A NCAC
02H .0506(b)(2)]
21. This Certification does not relieve the applicant of the responsibility to obtain all other required
Federal, State, or Local approvals before proceeding with the project, including those required by, but
not limited to Sediment and Erosion Control, Non -Discharge, Water Supply Watershed, and Trout
Buffer regulations.
22. All mechanized equipment operated near Surface waters shall be inspected and maintained regularly
to prevent contamination of surface waters from fuels, lubricants, hydraulic fluids, or other toxic
materials. Construction shall be staged in order to minimize the exposure of equipment to surface
waters to the maximum extent practicable. Fueling, lubrication and general equipment maintenance
shaft not take place within 50 feet of a waterbody or wetlands to prevent contamination by fuels and
oils. [15A NCAC 02H .0506(b)(3) and (c)(3) and 15A NCAC 02B .0211(12)]
23. Heavy equipment working in wetlands shall be placed on mats or other measures shall be taken to
minimize soil disturbance. [15A NCAC 02H .0506(b)(3) and (c)(3)]
24. In accordance with 143-215.85(b), the applicantshall report any petroleum spill of 25 gallons or more;
any spill regardless of amount that causes a sheen on surface waters; any petroleum spill regardless
of amount occurring within 100 feet of surface waters; and any petroleum spill less than 25 gallons
that cannot be cleaned up within 24 hours.

Piedmont lithium Project
DWR Project #20190035
individual Certification #WRC004201
Page 8 of 10
25, Mr. Patrick Brindle and Piedmont Lithium, Inc. shall conduct construction activities in a manner
consistent with State water quality standards (including any requirements resulting from compliance
with section 303(d) of the Clean Water Act) and any other appropriate requirements of State and
Federal law. [15A NCAC 02B .02001 If the Division determines that such standards or laws are not
being met (including the failure to sustain a designated or achieved use) or that State or federal law is
being violated, or that further conditions are necessary to assure compliance, the Division may
reevaluate and modify this Certification. Before modifying the Certification, the Division shall notify
Mr. Patrick Brindle and Piedmont Lithium, Inc. and the U.S. Army Corps of Engineers, provide public
notice in accordance with 15A NCAC 02H .0503 and provide opportunity for public hearing in
accordance with 15A NCAC 02H .0504. Any new or revised conditions shall be provided to Mr. Patrick
Brindle and Piedmont Lithium, Inc. in writing, shall be provided to the U.S. Army Corps of Engineers for
reference in any Permit issued pursuant to Section 404 of the Clean Water Act, and shall also become
conditions of the 404 Permit for the project.
26. Upon completion of all permitted impacts included within the approval and any subsequent
modifications, the applicant shall be required to return a certificate of completion (available on the
DWR website https://edocs.deu.nc.poy/Forms/Certificate-of-Completion). [15A NCAC 02H .0502(f)]
27. If the property or project is sold or transferred, the new Perm ittee shalt be given a copy of this
Certification (and written authorization if applicable) and is responsible for complying with all
conditions. [15A NCAC 02H .0501 and .0502]
28. This Certification neither grants nor affirms any property right, license, or privilege in any waters, or
any right of use in any waters. This Certification does not authorize any person to interfere with the
riparian rights, littoral rights, or water use rights of any other person and this Certification does not
create any prescriptive right or any right of priority regarding any usage of water. This Certification
shall not be interposed as a defense in any action respecting the determination of riparian or littoral
rights or other rights to water use. No consumptive user is deemed by virtue of this Certification to
possess any prescriptive or other right of priority with respect to any other consumptive user
regardless of the quantity of the withdrawal or the date on which the withdrawal was initiated or
expanded.
29. This certification grants permission to the director, an authorized representative of the Director, or
D E N R staff, upon the presentation of proper credentials, to enter the property during normal lousiness
hours. [15A NCAC 02H .0502(e)]
30. Non-compliance with or violation of the conditions herein: set forth by a specific project may result in
revocation of this General Certification for the project and may also result in criminal and/or civil
penalties.

Piedmont lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 9 of 10
31. The permittee shall report to the Mooresville Regional Office any noncompliance with this
certification, any violation of stream or wetland standards E15A NCAC 02B .02001 including but not
limited to sediment impacts, and any violation of state regulated riparian buffer rules f 15A NCAC 02B
.02001. Information shall be provided orally within 24 hours (or the next business day if a weekend
or holiday) from the time the applicant became aware of the circumstances. A written submission
shall also be provided within 5 business days of the time the applicant becomes aware of the
circumstances. The written submission shall contain a description of the noncompliance, and its
causes; the period of noncompliance, including exact dates and times, if the noncompliance has not
been corrected, the anticipated time compliance is expected to continue; and steps taken or planned
to reduce, eliminate, and prevent reoccurrence of the noncompliance. The Division may waive the
written submission requirement on a case -by -case basis.
This approval to proceed with your proposed impacts or to conduct impacts to waters as depicted in
your application shall expire upon expiration of the 404 or CAMA Permit. The conditions in effect on the
date of issuance shall remain in effect for the life of the project, regardless of the expiration date of this
Certification. 115A NCAC 02H .0507(d)(2) and 15A NCAC 02H .0506]
This the 215t day of October 2019
A��K;
M4 Haupt, Acting Supervisor
401 & Buffer Permitting Branch
SLH
WQC004201

IL
CLilt,AL A
LEGEND ip
IF Project Boundary
(9B3 ac.)
HDR Delineated -
Streams
HDR Delineated Pond y
' - HDR Delineated
Wetlands
MYV=S jjhj
LO I
Desktop Streams j
Desktop NVVI Wetland `.
109-Year FEMA
Floodplain
Culverts r
0 Feet 1,800 -
e
Mt t"C?Mu l Frr �1—v (y
Srtpxg W.. St. i.lL" .. I[T.IY�W.3
401-5 SM. a FNl '� - ►"L- C1 =3
601.5 $1. 7 _ _ _ - J Q.
ea1.� Sm. FMa - C
401.0 W S ,� Q-
C
d
PRSVIOUSLY ESTABLISHED GROUNDWATER LEVEL MONITORING LOCATIONS n
■ Pumping Well V ro
� Observation Well � 3
0
PROPOSED FLOW MONITORING AND MINE MAP GROUNDWATER LEVEL LOCATIONS
0 Proposed 401 Flow Monitoring Locations Iineb1=xooirH
Q 061-0813 Wells from Mine Map {713119) y 0 Feet 200 a 3
- Ca
o � a 0
F` Q W n

Compensatory Mitigation Responsibility Transfer Form
Permittee: Piedmont Lithium, Incorporated, Patrick H. Brindle Action ID: SAW-2018-01129
Project Name: Piedmont Lithium Mine County: Gaston
Instructions to Permittee: The Permittee must provide a copy of this form to the Mitigation Sponsor, either an approved
Mitlgation Bank or the North Carolina Division of Mitigation Services (NCDMS), who will then sign the form to verify the
transfer of the mitigation responsibility. Once the Sponsor has signed this form, it is the Permittee's responsibility to ensure
that to the U.S. Army Corps of Engineers (USAGE) Project Manager identified on page two is in receipt of a signed copy of this
form before conducting authorized impacts, unless otherwise specified below. If more than one mitigation Sponsor will be
used to provide the mitigation associated with the permit, or if the impacts and/or the mitigation will occur in mare than one
8-digit Hydrologic Unit Cade (HUQ multiple forms will be attached to the permit, and the separate forms for each Sponsor
and/or HUC must be provided to the appropriate mitigation Sponsors.
Instructions to Sponsor: The Sponsor must verify that the mitigation requirements (credits) shown below are available at the
identified site. By signing below, the Sponsor is accepting full responsibility for the identified mitigation, regardless of
whether or not they have received payment from the Permittee. Once the form is signed, the Sponsor must update the bank
ledger and provide a copy of the signed form and the updated bank ledger to the Permittee, the USACE Project Manager, and
the Wilmington District Mitigation Office (see contact information on page 2). The Sponsor must also comply with all
reporting requirements established in their authorizing instrument.
Permitted Impacts and Compensatory Mitigation Requirements:
Permitted Impacts Requiring Mitigation* 8-digit HUC and Basin: 03050107_ Catawha Rivar Racin
Stream impacts (linear feet)
Wetland Impacts acres)
Warm
Cool
Cold
Riparian
Riverine
Riparian Non-Riverine
Non -Riparian
Coastal
6,385.5
7.64
rr more inan one mit! gatron sponsor will be used for the permit, only include ianpacts to be mitigated by this sponsor.
Compensatory Mitigation Requirements: 8-digit HUC and Basin: 030501n2. Catawha R;Uar Racan
Stream Mitigation (credits)
Wetland Mitigation (credits) --
Warm
Cool
Cold
Riparian
Riverine
Riparian Non-
Riverine
Non -Riparian
Coastal
12,007
7_9
Mitigation Site Debited: NCDMS
(List the name of the bank to be debited. For umbrella banks, also list the specific site. For NCDMS, list NCDMS. If the NCDMS
acceptance letter identifles a specific site, also list the specific site to be debited).
Section to be completed by the Mitigation Sponsor
Statement of Mitigation Liability Acceptance: I, the undersigned, verify that I am authorized to approve mitigation
transactions for the Mitigation Sponsor shown below, and I certify that the Sponsor agrees to accept full responsibility for
providing the mitigation identified in this document (see the table above), associated with the USACE Permittee and Action
ID number shown. I also verify that released credits (and/or advance credits for NCDMS), as approved by the USACE, are
currently available at the mitigation site identified above. Further, I understand -that if the Sponsor fails to provide the
required compensatory mitigation, the USACE Wilmington District Engineer may pursue measures against the Sponsor to
ensure compliance associated with the mitigation requirements.
Mitigation Sponsor Name:
Name of Sponsor's Authorized Representative:
Signature of Sponsor's Authorized Representative
Date of Signature

Conditions for Transfer of Compensatory Mitigation Credit:
■ once this document has been signed by the Mitigation Sponsor and the USACE is in receipt of the signed form, the
Permittee is no longer responsible for providing the mitigation identified in this form, though the Permittee remains
responsible for any other mitigation requirements stated in the permit conditions.
■ Construction within jurisdictional areas authorized by the permit identified on page one of this form can begin only after
the USACE is in receipt of a copy of this document signed by the Sponsor, confirming that the Sponsor has accepted
responsibility for providing the mitigation requirements listed herein. For authorized impacts conducted by the North
Carolina Department of Transportation (NCDOT), construction within jurisdictional areas may proceed upon permit
issuance; however, a copy of this form signed by the Sponsor must be provided to the USACE within 30 days of permit
issuance. NCDOT remains fully responsible for the mitigation until the USACE has received this form, confirming that the
Sponsor has accepted responsibility for providing the mitigation requirements listed herein.
■ Signed copies of this document must be retained by the Permittee, Mitigation Sponsor, and in the USACE administrative
records for both the permit and the Bank/iLF Instrument. It is the Permittee's responsibility to ensure that the USACE
Project Manager (address below) is provided with a signed copy of this form.
■ If changes are proposed to the type, amount, or location of mitigation after this form has been signed and returned to
the USACE, the Sponsor must obtain case -by -case approval from the USACE Project Manager and/or North Carolina
Interagency Review Team (NCIRT). If approved, higher mitigation ratios maybe applied, as per current District guidance
and a new version of this form must be completed and included in the USACE administrative records for both the permit
and the Bank/ILF Instrument.
Comments/Additional Conditions: A letter from NCDM5 confirming their willing and able to accept the applicants
compensatory mitigation responsibility, dated 12/2112018was included with t_he preronstruction notification.
This form is not valid unless signed below by the USACE Project Manager and by the Mitigation Sponsor on Page 1. Once
signed, the Sponsor should provide copies of this form along with an updated hnnkledger to: I j the Permittee. 2] the USAGE
Project Manager at the address below, and 3] the Wilmington District Mitigation Office, Attn: Todd Tugwell, 11405 Falls
of Neuse Road, Wake Forest, NC Z7587 (email.- [e-mail]), Questions regarding this form or any of the
permit conditions may be directed to the USACE Project Manager below.
USACE Project Manager: David L. Shaeffer
USACE Field Office. Asheville Regulatory Office
U5 Army Corps of Engineers
151 Patton Avenue, Room 208
Asheville, North Carolina 28801
Email,, [e-mail]
iJlg igned by
JDMESMIE5.MICFiAEAEL5C4TT.125831 4073
Datr.2019.11.2211:25:09 -05-00-
USAC E Project Manager Signature
11 22 2019
Date of Signature
Current Wilmington District mitigation guidance, including information on mitigation ratios, functional assessments, and
mitigation bank location and availability, and credit classifications (including stream temperature and wetland groupings) is
available at http://ribits.usace.arrny.mil

DocuSign Envelope ID: 709076B0-A31 F-40B6-B404-CF5A22A7F1 B9
ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
S. DANIEL SMITH
Director
NORTH CAROLINA
Environmental Quality
November 10, 2021
DWR # 20190035
Gaston County
Piedmont Lithium, Inc
Attn: Patrick Brindle
5706 Dallas-Cherryville Highway
Bessimer City, NC 28016
Subject: Individual 401 Water Quality Certification revised condition
Piedmont Lithium Project
USACE Action ID. No. SAW-2018-01129
Dear Mr. Brindle:
On November 5, 2021 the Division received correspondence from Kelly Thames of HDR on your behalf
regarding the Individual 401 Certification for the Piedmont Lithium Project. The correspondence was a
request for reconsideration and clarification of Condition 3 regarding surveying for state listed species.
Upon recent consultation with the NCWRC, the surveys required per Condition 3 are no longer
necessary.
Please note that all other Conditions of Certification # WQC004201 remain valid. Contact Sue
Homewood at 336-776-9693 or [e-mail] if you have any questions or concerns.
Sincerely,
DocuSigned by:
949D91BA53EF4E0...
Paul Wojoski, Supervisor
401 & Buffer Permitting Branch
cc: Kelly Thames, HDR (via email)
Bryan Roden -Reynolds, USACE Charlotte Regulatory Field Office (via email)
Olivia Munzer, NC WRC (via email)
DWR MRO 401 file
DWR 401 & Buffer Permitting Branch file
D E Q�� North Carolina Department of Environmental Quality j Division of Water Resources
512 North Salisbury Street 1 1650 Mail Service Center I Raleigh, North Carolina 27699-1650
NOFIHCAHOLINA
rIMA vI /"� 919.707.9000

Appendix
Pumping Operation and
Monitoring Plan

Pumping
Operations and
Monitoring (POM)
Plan
PIEDMONT Piedmont Lithium Carolinas, Inc.
LITHIUM
Gaston County, North Carolina
November 12, 2021

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan
Contents
Contents
Contents ............
1 Purpose.............................................................................................................................. 3
2 Background Studies and Reference Documents.................................................................
3
2.1 Mine Layout and Operation..........................................................................................
4
2.2 Individual 401 Water Quality Certification.....................................................................
5
2.3 Water Quality Testing..................................................................................................
6
2.4 Groundwater Modeling.................................................................................................
7
2.5 Evaluation of Mine Pit Operations on Water Quality Technical Memo.........................11
3 Mine Site Water Balance....................................................................................................12
4 Monitoring and Reporting...................................................................................................13
4.1 Groundwater Monitoring..............................................................................................13
4.2 Stream Flow Monitoring..............................................................................................14
5 Mitigation Strategies..........................................................................................................14
5.1 Residential Water Supply Wells..................................................................................14
5.2 Streams and Wetlands................................................................................................15
6 Reporting and Monitoring Summary...................................................................................16
Tables
Table 1 — Pit mining sequence................................................................................................... 5
Table 2 — Model predicted dewatering withdrawal rates............................................................. 8
Table 3 — Model predicted changes in groundwater flow to wetlands(gpm)..............................10
Table 4 — Changes in base flow to streams that cross the site..................................................11
Table5 — Monitoring Summary.................................................................................................16
Appendices
Appendix A - Background Studies and Reference Documents
A.1 Approval of Individual 401 Water Quality Certification with Additional Conditions
A.2 Technical Memorandum — Water Quality Testing
A.3 Technical Memorandum — Groundwater Model
A.4 Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality
Appendix B — Site/Mine Map
Appendix C — Mine Water Balance
Appendix D — Monitoring Well Layout

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Contents
This page intentionally left blank.

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Purpose
1 Purpose
This Pumping Operation and Monitoring (POM) Plan has been developed for Piedmont Lithium
Carolinas, Inc. (PLCI) in the operation of the proposed Carolina Lithium Project (the Project) in
Gaston County, North Carolina. The Project consists of open pit mining in the Carolina Tin-
Spodumene Belt (TSB) of North Carolina where lithium -bearing pegmatites have been
identified. Four open pits of varying sizes, a waste rock disposal area, topsoil stockpile areas,
haul roads, and other mine support areas will be developed and maintained over the life of the
Project. The open pit excavations will require dewatering that has the potential to affect surface
and groundwater resources on and nearby the Project site.
The purpose of the POM plan is to guide PLCI in balancing anticipated mining operations with
the protection of surface and groundwater resources in the area. In particular, mine dewatering
has the potential to impact both residential water supply wells and stream and wetlands, based
on existing modeling. In addition, the POM plan is required as a supporting document for permit
coverage under General Permit NCG020000 to discharge stormwater and mine dewatering
under the National Pollutant Discharge Elimination System (NPDES). Permit coverage is issued
by the North Carolina Department of Environmental Quality's (NCDEQ) Division of Energy,
Mineral and Land Resources (DEMLR).
PLCI has conducted a number of supporting studies to understand the abundance and quality of
surface and groundwater resources on the site, as well as to estimate the potential dewatering
rates and volumes to be associated with the proposed mining operations. This POM plan details
PLCI's:
• pumping plan to dewater pits in support of its mining operation,
• current understanding of the mining and dewatering activities and their potential impact
to groundwater, streams and wetlands,
• groundwater and stream monitoring strategies for demonstrating compliance with the
POM, and
• plans to mitigate the potential effects of dewatering.
The POM plan is dynamic document subject to update and revision as new information is
gathered, and the current understanding is refined.
2 Background Studies and Reference Documents
As part of the Project development and permitting, a number of studies were performed that
facilitated the development of the POM plan. These documents include:
North Carolina Department of Environmental Quality Application for a Mining Permit and
Associated Data Package; permit submitted by Piedmont Lithium Carolinas, Inc. on
August 30, 2021
"Approval of Individual 401 Water Quality Certification with Additional Conditions —
Piedmont Lithium Project, USACE Action ID. No. SAW-2018-01129", approval letter
issued to Mr. Patrick Brindle and Piedmont Lithium, Inc. on October 21, 2019,

Piedmont Lithium, Inc. i Pumping and Operations Maintenance Plan ���
Background Studies and Reference Documents
completing the review of the North Carolina Department of Environmental Quality;
Certification No. WQC004201 (Appendix A-1).
"Technical Memorandum — Water Quality Testing — Piedmont Lithium — Gaston County,
North Carolina" submitted by HDR, Inc. on March 19, 2020 (Appendix A-2)
"Technical Memorandum — Groundwater Model — Piedmont Lithium — Gaston County,
North Carolina" submitted by HDR, Inc on August 20, 2021 (Appendix A-3).
"Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality —
Piedmont Lithium — Gaston County, North Carolina" submitted by HDR, Inc. on August
30, 2021. (Appendix A-4)
Relevant supporting information and findings from these studies and reference documents used
in the development of the POM are summarized below.
2.1 Mine Layout and Operation
The Application for a Mining Permit submitted to NCDEQ by PLCI includes detailed site plans
and design drawings for the Project, in addition to information regarding the planned pit
excavation sequence and resultant pit dewatering. The mining permit application developed
collaboratively by HDR and Marshal Miller and Associates provides information for all of the
main components of the POM Plan. The Site/Mine Map from the mining permit application is
included in this POM Plan as Appendix B. The map illustrates the locations of key components
of the mining operations as they relate to POM plan implementation, including the mining pits,
the pit discharge ponds, the streams and wetlands, the sediment erosion and control structures,
and the proposed observation wells.
The operation for the proposed Project involves sequenced excavation and mining of four pits.
Mining is planned to begin in the South Pit, with excavation of the East Pit beginning as the
South Pit is exhausted. The West Pit excavation will begin as mining in the East Pit is being
completed, and mining in the North Pit will begin shortly after West Pit Mining commences. The
West and North pits will be mined together until the reserves are exhausted. Locations of pit
discharge ponds for each pit are indicated on the Site/Mine Map. All pits have one planned pit
discharge pond, with the exception of West Pit which has two pit discharge ponds to
accommodate the location of a main access/conveyor road. The pit discharge water is intended
to be repurposed as a freshwater supply to be used in other Project activities, such as dust
control and water demand at the Concentrator Plant. This is discussed in more detail in Section
3 Mine Site Water Balance.
Mine dewatering operations include pumping water from pits during excavation. Pit water is
expected to be pumped concurrently from South Pit and East Pit during approximately the first
five years of mining, with pumping from South Pit ceasing around Year 5 and pumping from only
East Pit occurring in approximately Years 6 through 11. Pumping in Year 12 is expected to be
from both East Pit and West Pit and pumping in Year 13 is expected to be from both North Pit
and West Pit. Pumping is expected to be only from West Pit beginning around Year 14 and
continuing for the remainder of the life of the mine. Table 1 below illustrates the currently
anticipated mining sequencing.

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Background Studies and Reference Documents
Table 1 — Pit mining sequence
Pits
Year
South Pit
East Pit
West Pit North Pit
1
Mining
2
Mining
Mining
3
Mining
Mining
4
Filling
Mining
5
Filling
Mining
6-10
Filling
Mining
11
Filling
Mining
12
Filling
Mining
Mining
13
Filling
Filling
Mining Mining
14-20
Fillina
Fillina
Minina Minina
The pit pumping sequence may vary throughout the life of the Project. As each open pit is
developed, water encountered in the pit will be channeled to a low spot, or sump, within the
excavation. Pit water will be pumped from the sumps using pumps that are adequately sized to
control the water in the pit. The water from the pits will be pumped to the pit discharge ponds,
from which water will be either pumped out for operational freshwater use or discharged via
controlled release from permitted outfalls to local surface water bodies. The pit discharge ponds
have been sized to provide adequate storage for the potential combination of maximum
expected pit dewatering activities (-2,300 gallons per minute or gpm) and large storm events.
The pit discharge ponds are designed to store approximately 1,000,000 gallons of water. The pit
discharge pond spillways are designed to discharge the 100-year, 24-hour storm event and
maximum pit dewatering flow as determined by groundwater modeling. By design, the pit
dewatering activities are flexible and can be modified as necessary for stream or wetland
mitigation purposes during operation.
The mine layout and proposed operations influence the need for pit dewatering and the potential
effects on groundwater and surface water resources. The studies discussed below were
completed to gain an understanding of the current groundwater and surface water systems, to
facilitate the evaluation of potential effects from mining, and to assist with development of
mitigation strategies.
2.2 Individual 401 Water Quality Certification
In November 2019, PLCI received a Clean Water Act (CWA) Section 404 Standard Individual
Permit from the USACE. PLCI has also received a Section 401 Individual Water Quality
Certification from the North Carolina Division of Water Resources (DWR). The Section 401
Individual Water Quality Certification includes two conditions that relate to the POM: one for
monitoring stream flows of streams avoided by direct mining impacts, and one for monitoring
groundwater levels.
The Project proposes open pit mining in order to extract the lithium -bearing pegmatites and
construct support facilities, therefore direct and permanent impacts to federally regulated
streams and wetlands located within the project boundary would be necessary. In 2018 PLCI

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Background Studies and Reference Documents
engaged the U.S. Army Corps of Engineers (USACE) and the North Carolina Division of Water
Resources (DWR) to begin the Clean Water Act (CWA) Section 404 and 401 permit process.
During the CWA Section 404/401 permit process, a National Environmental Policy Act (NEPA)
Environmental Assessment (EA) review was performed for portions of the Project under the
USACE jurisdiction. The NEPA EA included an extensive off -site and on -site alternatives
analysis to identify the least environmentally damaging site alternative and layout. A Public
Notice was issued for review of the EA in January 2019 to obtain comments from the public as
well as participating agency stakeholders. Comments from DWR during the Public Notice period
resulted in PLCI providing a groundwater model supported by a year's work of baseline data on
groundwater levels and quality, as well as surface water quality within the site.
In October 2019, PLCI received a Section 401 Individual Water Quality Certification from DWR,
followed by the USACE approval for the CWA Section 404 Standard Individual Permit in
November 2019. The NEPA EA review resulted in a Finding of No Significant Impact (FONSI).
Per the approved Section 404/401 permits, PLCI would be required to pay the North Carolina
Division of Mitigation Services for stream and wetland credits on a ratio -based amount to offset
the proposed direct impacts to streams and wetlands. Stream and wetland mitigation payment is
required to be paid prior to approved impacts being made.
Additionally, for those potential, indirect impacts to streams and wetlands (i.e. potential
drawdown of remaining streams and wetlands), DWR issued the Section 401 Individual Water
Quality Certification with Conditions that include requirements for the monitoring of stream
surface flows and groundwater levels at least one year prior to the commencement of pit
dewatering activities. Reports summarizing this monitoring would be required to be submitted to
DWR June 1st of each year.
2.3 Water Quality Testing
The 2020 Water Quality Testing Memo includes a summary of the groundwater monitoring
network intended to provide an understanding of existing background groundwater quality and
to provide geologic/hydrogeologic data for use in a three-dimensional groundwater flow model
for the site. In June and July 2018, HDR installed five monitoring wells (MW-1 through MW-5),
one aquifer test pumping well (PW-1), and four aquifer test observation wells (OW-1 S, OW-1 D,
OW-2S, and OW-2D).
Between August 2018 and February 2020 HDR conducted 17 groundwater gauging events,
twelve groundwater sampling events, two surface water flow monitoring events, and twelve
surface water sampling events. During the 17 groundwater level gauging events, depths to
water ranged from 2.15 feet below top of casing (BTOC) in PW-1 (June 2019) to 55.62 feet
BTOC in MW-3 (July 2018). Based on the data, groundwater generally mimicked topography
and flowed from southwest to northeast across the site.
Two surface water flow measurement events occurred during May and June 2019 at 15
locations around the site. Six flow measurements were taken on larger streams and nine flow
measurements were taken on smaller tributaries. Flow measurements ranged from 24.15 cubic
feet per second (cfs) in FM-1 to 0.065 cfs in Weir-1.

Piedmont Lithium, Inc. i Pumping and Operations Maintenance Plan ���
Background Studies and Reference Documents
Water quality was evaluated for groundwater during 12 sampling events between August 2018
and February 2020 and for surface water monthly from February 2019 to January 2020.
Groundwater samples were analyzed for metals, alkalinity, total dissolved solids (TDS),
nitrogen/nitrate/nitrite, chloride, fluoride, sulfate, and cyanide by a North Carolina -certified
analytical testing laboratory. Concentrations of arsenic, chromium, lead, manganese and
fluoride that exceeded the NCDEQ groundwater quality standards (2L Standards) were reported
in wells MW-2, MW-5, OW-1 D, OW-2S, and PW-1. Additionally, pH field measurements were
observed above and below the 2L Standard range of 6.5-8.5 standard units (SU) in each of the
wells during the monitoring period. The pH was consistently above 8.5 SU in MW-1, MW-5 and
PW-1. Note that the presence of naturally occurring metals above 2L Standards is common in
the Piedmont Physiographic Provence of North Carolina and does not necessarily constitute
groundwater contamination.
Surface water samples were analyzed for similar constituents as the groundwater samples, but
also for ammonia, chlorophyll -A, and phosphorus. Six of the twelve surface water sampling
events were collected during ambient conditions and six were collected during non -ambient
conditions. Non -ambient conditions are considered when precipitation in the area is greater than
0.1 inch in the 72 hours prior to sampling. Precipitation amounts were monitored using the
Community Collaborative Rain, Hail, and Snow (CoCoRaHS) Network. There were neither
organic nor inorganic exceedances in the surface water samples collected from Beaverdam
Creek and Little Beaverdam Creek.
HDR prepared a separate technical memorandum (dated January 25, 2019) to summarize the
results of the aquifer pumping test conducted between October 8 and 10, 2018. The aquifer test
was scoped for 72-hours, but was shortened to 30 hours because Hurricane Michael was
approaching and the rainfall was predicted to be significant starting on October 11, 2018, which
would skew the drawdown effects making analysis unfeasible and the drawdown had stabilized
in the pumping well. The results of the aquifer test provide a baseline understanding of
hydrogeologic properties beneath the project site and show connection between the regolith and
fractured bedrock geologic units. Further, drawdown was observed in shallow observation wells,
as far as 200 feet from the pumping well, and in deep observation wells, as far as 550 feet from
the pumping well.
Water flow and aquifer test data were used as the basis for a three-dimensional groundwater
flow model initially completed in July 2019, and updated in August 2021, and described in the
next section. Groundwater and surface water quality testing was initially used to document
existing conditions at the site but this data was evaluated again in the context of pit water
discharge to surface waters. This is discussed in Section 2.5 Evaluation of Mine Pit Operations
on Water Quality Technical Memo.
2.4 Groundwater Modeling
In 2019, HDR developed a three-dimensional groundwater flow model to estimate dewatering
rates and evaluate whether these rates have the potential to increase or decrease groundwater
supply in the surrounding area. HDR used data from site -specific resource and hydrogeologic
investigations; design -level mine plans; local United States Geologic Survey (USGS) gauging

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Background Studies and Reference Documents
stations; and published regional geologic and hydrogeologic data to develop a six -layered
groundwater flow model. Simulations were conducted to assess the amount of withdrawal
necessary to dewater the mine pits and to assess potential impacts of pit dewatering on local
water resources (i.e. groundwater wells, streams and wetlands). The modeling was conducted
in multiple scenarios where dewatering of the pits (i.e. North, West, South and East Pits) was
simulated individually. In 2020, the modeling was complete and a Groundwater Model memo
was drafted.
Modeling demonstrated that shallow wells in the vicinity of the site may experience water
column loss during pit dewatering. Predicted drawdown in wells within the site boundary ranged
from 0 feet to 137 feet with an average of approximately 11 feet. Predicted drawdown in wells
beyond the site boundary ranged from 0 feet to 39.5 feet with an average of 6 feet. Predicted
impacts to wetlands were primarily observed during simulated dewatering of the East and West
Pits with six and seven wetlands going dry, respectively. The South and North Pits each have a
single wetland that is predicted to go dry during dewatering. Base flow to three streams crossing
the site decreases between 0.1 and 9 percent, depending on the proximity of the stream to the
pit being dewatered, with the greatest decrease being in Little Beaverdam Creek when the West
Pit is dewatered.
Subsequent to changes in planned mine site acreage, permit boundaries, and pit geometries,
HDR revised the groundwater flow model in 2021 and summarized the revised model in a
technical memorandum dated August 30, 2021. The groundwater model updates include a
refined model grid, revised pit shell geometries, and transient simulations of pit dewatering.
Transient groundwater flow modeling was used to estimate the rate of groundwater withdrawal
required to dewater the four mine pits and evaluate potential impacts on adjacent water
resources due to dewatering. Model -predicted dewatering rates ranged from 525 gpm for the
South Pit to 1,575 gpm for East Pit. The total dewatering rate in any given year ranged from 575
to 2,300 gpm, with the greatest amount of pumping occurring in year 2.
Table 2 - Model predicted dewatering withdrawal rates
Pumping Rate (gpm)
Model Year
South Pit
East Pit
West Pit North Pit
Total
1
525
50
575
2
975
1,225
2,300
3
725
775
1,500
4
25'
1,025
1,050
5
75'
950
1,025
6-10
N/A2
1,250
1,250
11
N/A2
1,575
1,575
12
N/A2
1,050
950
2,000
13
N/A2
0
500 850
1,350
14-16
N/A2
N/A2
10753
1,075
Pumping to maintain drawdown while filling pit with excavated material
2 No dewatering modeled.
3 West and North Pits are merged.
Predicted drawdowns for wells located within the site, which will be decommissioned by PLCI
during mine development, ranged from 0 to 17.8 feet and averaged about 1.9 feet. Predicted

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Background Studies and Reference Documents
drawdowns for wells outside the site ranged from 0 to 21.5 feet with an average of
approximately 4.0 feet. Four wells within the site are predicted to have significant loss of
available drawdown (water column) during dewatering of the East, West, and North Pits.
Beyond the permit boundary, two wells are predicted to experience significant reduction of
available drawdown during dewatering. One well was predicted to experience significant water
column loss throughout most of the 20-year mine operation, while another is predicted to
experience significant water column loss during dewatering of the combined West and North
Pits in years 14 to the end of the mine life.
Predicted impact to wetlands were most significant during the East and West/North Pit
dewatering simulations, indicating drying of seven and ten wetlands, respectively. Three
wetlands are predicted to dry up during dewatering of South Pit. Dewatering discharges were
returned to model cells at the dewatering basin locations, which have the potential to discharge
to stream or wetland or infiltrate back into groundwater.

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Background Studies and Reference Documents
Table 3 - Model predicted changes in groundwater flow to wetlands (gpm)
Model Years
1
2
3
4
5
6-10
11
12
13
14 - 20
Pits Dewatering
South
South, East
South, East
East
East
East
East
East, West
West, North
West, North
Wetland
Wetland
Size
Acres
Steady
State Flow
pm
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
(Ft3/d)
Percent
Change'
Wetland 1
0.28
1,327
1,328
-0.03
1,330
-0.20
1,323
0.36
1,262
4.92
1,204
9.33
1,104
16.79
1,103
16.88
486
63.41
0
Dry
0
Dr
Wetland 2
0.15
6,330
4,634
26.79
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 3
3.19
11,519
11,517
0.02
11,730
-1.83
7,261
36.97
5,282
54.15
4,485
61.06
4,424
61.59
6,204
46.14
5,737
50.19
4,597
60.09
0
Dr
Wetland 4
0.66
1,703
1,671
1.88
1,670
1.94
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 5
2.21
5,483
5,270
3.89
5,269
3.92
1,706
68.88
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 6
0.09
2,061
2,197
-6.62
2,014
2.26
1,190
42.25
130
93.71
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 7
0.38
3,752
3,233
13.83
2,968
20.90
2,698
28.08
35
99.06
0
Dry
0
Dry
351
90.64
0
Dry
0
Dry
0
Dr
Wetland 8
0.23
2,559
535
79.07
432
83.10
481
81.21
320
87.50
0
D
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 9
0.18
660
1,028
-55.67
1,002
-51.79
1,000
-51.50
1,001
-51.63
1,005
-52.29
1,010
-52.99
1,019
-54.42
1,021
-54.74
1,011
-53.22
0
Dr
Wetland
10
0.12
1,796
1,785
0.62
1,783
0.72
1,781
0.85
1,780
0.87
1,780
0.87
1,781
0.85
1,782
0.78
1,783
0.73
1,782
0.79
0
Dr
Wetland
11
0.04
1,930
693
64.09
427
77.87
0
Dry
0
Dry
0
Dry
147
92.40
351
81.82
0
Dry
0
Dry
0
Dr
Wetland
12
0.06
1,930
0
Dry
0
Dry
380
80.31
395
79.53
442
77.10
653
66.15
830
57.01
0
Dry
0
Dry
0
Dr
Wetland
13
0.09
2,007
1,939
3.38
1,824
9.10
1,741
13.26
1,707
14.95
1,703
15.16
1,720
14.31
1,768
11.90
1,555
22.54
1,269
36.79
0
Dr
Wetland
14
5.45
5,310
5,296
0.27
5,279
0.58
5,252
1.09
5,223
1.65
5,204
2.00
5,194
2.19
5,194
2.18
5,165
2.73
4,964
6.52
0
Dr
Wetland
15
0.04
2,147
2,086
2.86
2,085
2.89
2,085
2.88
2,088
2.77
2,090
2.68
2,094
2.47
2,100
2.22
2,099
2.23
2,086
2.86
0
Dr
Wetland
16
1 0.08
76
1 70
8.52
69
1 9.74
1 69
10.25
1 55
27.66
61
20.60
68
11.62
73
4.68
0
Dry
0
Dry
0
Dr
' Negative indicates an increase in flow to the wetland from groundwater. Positive indicates a decrease in flow to the wetland from groundwater.
10

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Background Studies and Reference Documents
The contribution of groundwater to stream flow (baseflow) to the three streams crossing the site
decreases between 0.1 to 9.0 percent based on the location of the stream relative to the pit
which is being dewatered. The largest predicted decrease in baseflow occurred in Beaverdam
Creek at the very end of the last year simulated after the West Pit merged with the North Pit.
Adding flow from a stream that is disconnected from the stream network would decrease this
impact to 8.2 percent.
Table 4 — Changes in base flow to streams that cross the site
Beaverdam Creek
Above Confluence'
Little Beaverdam
Creek
Beaverdam Creek
Below Confluence'
Unnamed Tributary
Model
FIow2
Percent
Flow'
Percent
Flow'
Percent
Flow'
Percent
Year
(Ft3/d)
Change
(Ft3/d)
Change
(Ft3/d)
Change
(Ft3/d)
Change
Steady
-569,356
-435,255
-1,681,833
-163,653
State
1
-545,113
4.3
-434,660
0.1
-1,631,117
3.0
-162,320
0.8
2
-541,563
4.9
-433,446
0.4
-1,622,721
3.5
-162,917
0.4
3
-538,616
5.4
-431,440
0.9
-1,609,935
4.3
-162,797
0.5
4
-538,716
5.4
-428,394
1.6
-1,608,281
4.4
-160,529
1.9
5
-541,270
4.9
-418,435
3.9
-1,600,251
4.9
-162,576
0.7
6-10
-548,891
3.6
-418,899
3.8
-1,615,812
3.9
-161,519
1.3
11
-556,696
2.2
-419,820
3.5
-1,629,960
3.1
-160,985
1.6
12
-535,792
5.9
-414,010
4.9
-1,580,594
6.0
-161,027
1.6
13
-536,719
5.7
-405,337
6.9
-1,553,419
7.6
-159,911
2.3
14-20
-539,972
5.2
-406,888
6.5
-1,530,283
9.0
-158,582
3.1
Confluence is with Little Beaverdam
Creek.
2 Negative sign indicates stream baseflow from groundwater.
The groundwater model provides PLCI with the current understanding of groundwater
withdrawal based on the proposed mining operation and its effect on groundwater and surface
water resources in the area.
2.5 Evaluation of Mine Pit Operations on Water Quality Technical
Memo
The 2021 Evaluation of Mine Pit Operations on Water Quality memo builds on the Water Quality
Testing memo data for the purposes of developing and implementing a baseline groundwater
and surface water monitoring program to evaluate naturally -occurring conditions and evaluating
the potential impact of pit water discharges (i.e. mostly groundwater) on surface waters. In
addition, PLCI plans to dry -stack non -hazardous mine refuse of native overburden, concentrator
tails, and analcime tailings and/or use the refuse to backfill mine pits for reclamation. As such,
tailings from the lithium hydroxide conversion were also evaluated for their potential as a
reclamation material. The memo provides an understanding of the potential impacts to surface
water features and groundwater as a result of the discharge of pit water or use of tailings for
reclamation.
11

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Mine Site Water Balance
Using the data collected in the 2020 Water Quality Testing memo, HDR compared groundwater
quality data with surface water quality data in conjunction with anticipated dewatering rates and
periods to evaluate potential effects of mine pit dewatering on water quality within the mine pit
boundaries. Characteristics of the groundwater (dissolved oxygen, turbidity, pH, temperature,
and constituent concentrations) may change depending on the length of time water is retained
in the pit discharge ponds. Thus, comparison of the average and range of concentrations for
selected constituents with detections in both groundwater and surface water is appropriate to
evaluate if groundwater discharge to surface water may affect surface water quality. The
primary findings of this comparison are that discharge of groundwater to steams is not expected
to raise concentrations of manganese, barium, chloride, or sulfate in the streams. Lithium
concentrations are lower in surface water compared to groundwater. Discharge of groundwater
directly into streams would not raise lithium levels above the standards. Arsenic, chromium,
lead, and fluoride were detected in a few groundwater samples, but were not detected in any
surface water samples. The number of detections for chromium, lead, and fluoride were also
small relative to the number of samples collected. Discharging groundwater to streams is not
likely to raise concentrations of arsenic, chromium, lead, and fluoride in stream water.
In order to evaluate the potential impact of Analcime tailings on groundwater and surface
waters, PLCI commissioned a third -party contractor to replicate ore concentrate conversion
methods to be undertaken by PLCI during operation of the proposed Lithium Hydroxide
Conversion Plant through bench -scale testing to convert spodumene concentrate into battery -
grade lithium hydroxide (LiOH). One sample of the Analcime tailings produced by this study was
obtained and tested to characterize the material via Toxicity Characteristic Leaching Procedures
(TCLP). The results of the TCLP analysis indicate that the analcime tailings do not qualify as
toxic hazardous waste. TCLP testing did not result in mobilization of arsenic. Precipitation and
native groundwater will fill the porous space around refuse used to backfill mine pits. Native
groundwater has a higher pH than the fluid used in the TCLP analysis. Geochemical reactions
may differ from reactions that occurred in the TCLP analysis.
This evaluation documents that while there were a minimal amount exceedances of water
quality standards on site, the discharge of pit water to surface water is unlikely to lead to
additional exceedances or contribute to water quality degradation beyond existing conditions.
3 Mine Site Water Balance
A water balance for the Project has been compiled to illustrate the anticipated supply, demand
and discharge of water throughout the mine and associated Concentrator and Conversion
Plants. Water flows illustrated in the flow chart are presented as gpm to approximate workday
operational needs but do not include reductions that may be applied on an annual basis to some
of the processes. The water balance accounts for anticipated variations in groundwater inflow to
the mining pits but an average is used for total freshwater demand. The water balance flow
chart is included in Appendix C.
As illustrated in the flow chart, groundwater inflow to the pit(s) is pumped to the pit discharge
pond(s), from which part of the water may be pumped out for operational freshwater use at the
12

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Monitoring and Reporting
Concentrator Plant and for dust control. Groundwater inflow to the pits and subsequent
pumping may range from 600 to 2,300 gpm with an average estimated to be 1,300 gpm.
Freshwater demand as described is estimated to be 240 gpm. The balance of the groundwater
pumped to the pit discharge pond will be discharged to local surface water features. Freshwater
supply for Concentrator Plant operation and dust control will be provided primarily from the pit
discharge ponds and supplemented from municipal water supply as necessary.
In the first year of mining, the freshwater available from groundwater flow into the pits is
expected to be minimal (based on groundwater table elevation versus anticipated excavation
rate), and water supply for Concentrator Plant operation and dust control requirements is
expected to be more dependent upon a raw water intake from the stream, groundwater wells,
municipal water supply or from some combination of the three sources.
4 Monitoring and Reporting
The POM plan includes a collection of monitoring activities focused on observing effects of
groundwater drawdown on residential water supply wells, and streams and wetlands. These
proposed monitoring activities are the result of decisions put in place by PLCI and regulatory
conditions imposed as part of the Project. Collectively, the proposed monitoring plan serves to
continuously evaluate the effects of mining operations on groundwater and surface water
resources.
4.1 Groundwater Monitoring
The proposed mine site plan includes observation wells that will be strategically positioned to
enable measurement of groundwater levels in order to evaluate potential mine dewatering
effects. Proposed locations of the seventeen observation (OB) wells are shown on the
Site/Mine Map included in Appendix B. The wells, often referred to as "sentinel wells" will
provide a means for PLCI to observe changes in groundwater levels that may occur around the
edges of the site due to mine dewatering. PLCI proposes to monitor groundwater levels in all
the wells on a quarterly basis, with monitoring switching to monthly when mining comes to within
500 feet of an observation well. The wells will provide background data to assist with evaluation
of potential effects to residential water supply wells.
In addition, PLCI will conduct groundwater monitoring in accordance with permit conditions
incorporated as part of Condition of Certification No. 5 of the Individual 401 Water Quality
Certification approval letter issued to PLCI on October 21, 2019. The conditions require
groundwater levels to be monitored continuously upon the start of pit dewatering activities in
observation wells OB-1 through OB-18 as shown in Appendix D. Groundwater levels in the
observation wells shall be recorded a minimum of 24 hours prior to the start of pit dewatering.
PLCI shall provide a minimum of one year of baseline monitoring from previously established
monitoring locations (MW-1 to MW-5, OW-2S, OW-21D, PW-1, OW-1 S, and OW-1 D) to
represent baseline groundwater elevations across the site as noted in the Individual 401 Water
Quality Certification approval letter. If observation wells show lowering of the groundwater table
below that predicted by the Groundwater Modeling memo then the Permittee shall provide an
updated report that evaluates potential impacts to surrounding public water supply wells.
13

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Mitigation Strategies
4.2 Stream Flow Monitoring
Streamflow monitoring will be conducted as required in the Individual 401 Water Quality
Certification with Additional Conditions approval letter issued to PLCI on October 21, 2019. As
stated in the 401 approval letter, in the event that the streamflow monitoring system indicates a
non -natural reduction of baseflow in a stream, PLCI will submit a report to the division assessing
the hydrologic and aquatic function of the stream. In the event that DWR determines there has
been a loss of stream function, PLCI will provide a mitigation plan.
Continuous streamflow will be measured through gauges (401-1 through 401-8) installed on
various streams shown on Appendix D. PLCI is responsible for establishing baseline flow
conditions for a minimum of one year prior to the commencement of pit dewatering activities and
continuing monitoring through the life of the mine to realize all pit dewatering conditions. This
effort will assist in documenting flow trends during each season, and ensure that any hydrologic
function/flow impacts from mining are identified.
Per the Section 401 Individual Water Quality Certification approval, if a reduction of flow greater
than 10 percent at any sampling location occurs, then PLCI shall submit a report to the DWR
which includes an analysis of hydrologic and aquatic function of the stream. To define a 10
percent reduction in streamflow, streamflow measurements taken during dewatering activities in
a certain month will be compared to baseline flow measurements taken in that same month and
preceding months. The USACE's Antecedent Precipitation Tool' will be utilized as an evaluation
measure during baseline and dewatering measurements to assist in determining whether
observations are representative of normal climatic conditions (i.e., normal, wet, or dry period). If
DWR determines that there has been a loss of function in accordance with 15A NCAC 2B
.0211(1)2 PLCI will submit a mitigation plan to DWR.
5 Mitigation Strategies
Strategies for mitigating the effects of mine dewatering on surface and groundwater resources
may be collectively or individually administered both for the protection of existing water supply
wells, and streams and wetlands depending on the location and quantitative impact.
5.1 Residential Water Supply Wells
The groundwater modeling completed for the Project provides estimates of drawdown due to
dewatering through the life of the mine, and potential effects to residential water supply wells
may be predicted based on the model results. While effects to these wells are expected to be
minimal, PLCI has developed a strategy for evaluation and mitigation of groundwater well
effects that may require action. An actionable effect on a residential water supply well is
considered to be a long-term change in water level which negatively impacts the ability of the
well to provide adequate water to the resident. In the event that an actionable water level
decline in a residential water supply well is reported, PLCI will conduct an assessment of the
1 https://www.epa.gov/wotus/antecedent-precipitation-tool-apt
2 httlol/reports.oah. state. nc.us/ncac/title%2015a%20-%20environmental %20guality/chapter%2002%20-
%20environmental %20management/subchapter%20b/15a%20ncac%2002b%20.0211.pdf
14

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Mitigation Strategies
reported decline to include comparison of the well location to the location of ongoing mining
activities and to predicted groundwater level drawdown contours from the groundwater model,
as well as comparison to groundwater level observations from the aforementioned observation
wells. The assessment will also include examination of the condition of the well and
measurement(s) of the groundwater level in the well by a PLCI representative and/or a qualified
hydrogeologist or well repair/installation specialist. Additional or supplemental monitoring or
testing of the observation well may be done if recommended by the hydrogeologist or specialist
designated by PLCI. If the reported decline in groundwater level is determined by PLCI and/or
the hydrogeologist/specialist to be unrelated to mining activities, PLCI will notify NCDEQ and
PLCI's mitigation plan (described below) will not be initiated.
In the event that the assessment determines that the reported groundwater level decline is a
direct result of mining and dewatering activities, and that the decline is an effect that will result in
long-term change in groundwater level which negatively impacts the ability of a residential water
supply well to provide adequate water to the resident, PLCI will initiate the following mitigation
plan in successive order.
1. Where municipal water service has been brought to a practical distance from the
affected property, PLCI may offer assistance to connect the affected property to
municipal water supply. PLCI will pay for the cost of connection; however, ongoing utility
expense will be the responsibility of the affected property owner.
2. Where municipal water service is not at a practical distance to the affected property,
PLCI may mitigate by drilling a deeper residential water supply well.
3. If a deeper residential water supply well will not yield a reliable source of water, PLCI
may either:
a. Continue to work with municipal water providers to extend water service to the
area; or,
b. Negotiate in good faith to acquire the affected property
Depending on the time required to provide mitigation for the affected water supply, PLCI may
provide a short-term water supply replacement in the form of a clean water tank or container
that is refilled, as necessary, by delivery truck or some other means (e.g. bottled water). The
short-term water supply must be provided by a licensed and reputable water distributor. The
result of the mitigation activities must meet the minimum water volume used or needed by the
resident prior to the groundwater level decline.
The activities required to fulfill the requirements of mitigation will be completed at PLCI's
expense and PLCI will determine the outside vendors to be used for these tasks.
5.2 Streams and Wetlands
Where streamflow monitoring indicates a reduction of baseflow greater than 10 percent at any
sampling location based on the aforementioned analysis in Section 4.2 Stream Flow Monitoring,
PLCI will conduct an analysis to determine if loss of hydrologic and aquatic function of the
stream has occurred. The analysis will include a determination of the contributing factors to the
15

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Reporting and Monitoring Summary
loss. If mining and dewatering activities are determined to be contributing factors, PLCI will
devise a mitigation plan to include but not be exclusive to the following strategies.
1. The primary mitigation activity will involve the use of pit discharge pond water to
supplement baseflows in affected stream reaches or hydrate wetlands depending on
current volumes in pit discharge ponds and proximity to affected areas.
a. If pit discharge ponds are currently not discharging through principal spillways,
then pumping operations will be implemented to withdraw stored volumes of
surface water for discharge to nearby affected streams and wetlands.
b. If pit discharge ponds are currently discharging but it is evident that discharges
are not sufficiently close to affected streams and wetlands,
i. Temporary pumping operations will be implemented to pump surface
water to affected areas for evaluation and subsequent monitoring.
ii. For longer term operation, discharge points from pit ponds may be
relocated, or additional pit discharge ponds may be constructed in new
locations to support permanent discharge of surface water to affected
stream sections or wetlands.
2. Where discharge of pit discharge pond water is not possible, operational changes to
mining limits and dewatering rates may be adjusted to reduce the effect on streams and
wetlands.
3. Depending on the demand at the time and utilization of the various water supplies (e.g.
stream withdrawal or municipal water supply), other operational changes may be made
to reduce the demand on various sources or supplement freshwater supply from other
sources
6 Reporting and Monitoring Summary
As required by Section 401 Individual Water Quality Certification approval, PLCI will prepare
and submit annual reports of monitoring results to NCDEQ's Winston-Salem Regional Office on
June 1 of each year. These reports will consist of the monitored parameters at the required
frequencies.
Table 5 — Monitoring Summary
Groundwater Streams
Locations
OB-1 - OB-18
401-1 —401-8
Frequency
Quarterly/Monthly
Continuous
Baseline
1 year prior to dewatering
1 year prior to
activities
dewatering activities
Initiation
24 hours prior to
n/a
dewatering activities
16

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix A - Background Studies and Reference Documents
Appendix A - Background
Studies and Reference
Documents

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix A - Background Studies and Reference Documents
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Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix A - Background Studies and Reference Documents
A.1 Approval of Individual 401 Water Quality Certification
with Additional Conditions

ROY COOPER
Governor
MICHAELS.REGAN
Secretary
LINDA CULPEPPER
Director
Piedmont Lithium, Inc
Attn: Patrick Brindle
5706 Dallas-Cherryville Highway
Bessimer City NC 28016
NORTH CAROLINA
Environmental Quality
October 21, 2019
DWR # 20190035
Gaston County
Subject: Approval of Individual 401 Water Quality Certification with Additional Conditions
Piedmont Lithium Project
USACE Action ID. No. SAW-2018-01129
Dear Mr. Brindle:
Attached hereto is a copy of Certification No. WQC004201 issued to Mr. Patrick Brindle and Piedmont
Lithium, Inc., dated October 21, 2019. Please note that you should get any other federal, state or local
permits before proceeding with the subject project, including those required by (but not limited to)
Sediment and Erosion Control, Non -Discharge, and Water Supply Watershed regulations.
This approval and its conditions are final and binding unless contested. This Certification can be
contested as provided in Articles 3 and 4 of General Statute 150B by filing a written petition for an
administrative hearing to the Office of Administrative Hearings (hereby known as OAH) within sixty (60)
calendar days.
A petition form may be obtained from the OAH at http://www.ncoah.com/ or by calling the OAH Clerk's
Office at [phone] for information. A petition is considered filed when the original and one (1)
copy along with any applicable OAH filing fee is received in the OAH during normal office hours (Monday
through Friday between 8:00am and 5:00pm, excluding official state holidays).
The petition may be faxed to the OAH at [phone], provided the original and one copy of the
petition along with any applicable OAH filing fee is received by the OAH within five (5) business days
following the faxed transmission.
Mailing address for the OAH:
D_E Q;� North Carolina Department or Environmental Quality I Division of Water Resources
512 North Salisbury Street 1 1617 Mail Service Center I Raleigh, North Carolina 27699-1617
ifa�w w.m 919.707.9000

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 2 of 10
If sending via US Postal Service: If sending via delivery service (UPS, FedEx, etc):
Office of Administrative Hearings Office of Administrative Hearings
6714 Mail Service Center 1711 New Hope Church Road
Raleigh, NC 27699-6714 Raleigh, NC 27609-6285
One (1) copy of the petition must also be served to DEQ:
William F. Lane, General Counsel
Department of Environmental Quality
1601 Mail Service Center
Raleigh, NC 27699-1601
Unless such a petition is filed, this Certification shall be final and binding.
This certification completes the review of the Division under section 401 of the Clean Water Act and 15A
NCAC 02H .0500. Contact Sue Homewood at 336-776-9693 or sue.homewoodPncdenr.eov if you have
any questions or concerns.
Sincerely,
Mac Haupt, Acting Supervisor
401 & Buffer Permitting Branch
cc: Kelly Thames, HDR (via email)
David Shaeffer, USACE Charlotte Regulatory Field Office (via email)
Byron Hamstead, USFWS (via email)
Olivia Munzer, NC WRC (via email)
Todd Bowers, EPA, (via email)
DWR MRO 401 file
DWR 401 & Buffer Permitting Branch file
Filename: 20190035PiedmontLithiumProject(Gaston)_IP.docx

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 3 of 30
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
CERTIFICATION #WQC004201 is issued in conformity with the requirements of Section 401, Public Laws
92-500 and 95-217 of the United States and subject to North Carolina's Regulations in 15 NCAC 02H .0500,
to Mr. Patrick Brindle and Piedmont Lithium, Inc., who have authorization for the impacts listed below, as
described within your application received by the N.C. Division of Water Resources (Division) on January 4,
2019 and subsequent information on May 31, 2019, July 3, 2019, and September 5, 2019 and by Public
Notice issued by the U. S. Army Corps of Engineers and received by the Division on January 17, 2019.
The State of North Carolina certifies that this activity will not violate the applicable portions of Sections
301, 302, 303, 306, 307 of the Public Laws 92-500 and PL 95-217 if conducted in accordance with the
application, the supporting documentation, and conditions hereinafter set forth.
This approval requires you to follow the conditions listed in the certification below.
Conditions of Certification:
1. The following impacts are hereby approved. No other impacts are approved, including incidental
impacts. [15A NCAC 02H .0506(b) and/or (c)]
Type of Impact
Amount Approved (units)
Permanent
Amount Approved (units)
Temporary
Stream
Impact 1— Stream 2*
178 (linear feet)
0 (linear feet)
Impact 2 — Stream 3
1,090 (linear feet)
0 (linear feet)
Impact 3 — Stream 8*
249 (linear feet)
0 (linear feet)
Impact 4— Stream 8
549 (linear feet)
0 (linear feet)
Impact 5 — Stream 9
77 (linear feet)
0 (linear feet)
Impact 6 — Stream 10
520 (linear feet)
0 (linear feet)
Impact 7 — Stream 11
30 (linear feet)
0 (linear feet)
Impact 8 — Stream 15
1,126 (linear feet)
0 (linear feet)
Impact 9 — Stream 15*
81(linear feet)
0 (linear feet)
Impact 11— Stream 12
917 (linear feet)
0 (linear feet)
Impact 12— Stream l2*
700 (linear feet)
0 (linear feet)
Impact 13—Stream l2*
SS (linear feet)
0 (linear feet)
Impact 15—Stream 1213
240 (linear feet)
0 (linear feet)
404/401 Wetlands
Impact 14 — Wetland 9
0.18 (acres)
0 (acres)
Indirect Impacts:
Wetlands 1-8, 11-13, 16
7.46 (acres)
0 (acres)
Open Waters
Impact 10 — Pond 3
0.08 (acres)
0 (acres)
Impact 15 — Pond 4
0.08 (acres)
0 (acres)
* Indicates perennial stream, mitigation required

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 4 of 10
2. Mitigation must be provided for the proposed impacts as specified in the table below. The Division
has received an acceptance letter from the NC Division of Mitigation Services (DMS) to meet this
mitigation requirement. Until the DMS receives and clears your payment, and proof of payment has
been provided to this Office, no impacts specified in this Authorization Certificate shall occur. For
accounting purposes, this Authorization Certificate authorizes payment to the DMS to meet the
following compensatory mitigation requirement [15A NCAC 02H .0506 (b)(6)]:
Compensatory Mitigation
River & Sub -basin Number
Required
Stream
1,263 (linear feet)
Catawba
03050102
Wetlands
7.64 (acres)
Catawba
03050102
3. The Permittee shall conduct surveys for state -listed mussel and crayfish species within the project
limits prior to project commencement in accordance with recommendations from North Carolina
Wildlife Resource Commission. Survey results shall be supplied to the NCWRC prior to project
commencement. [15A NCAC 02H .0506(b)(2) and 15A NCAC 04B .0125]
4. Streams within the project limits that have been avoided by direct impacts from the project shall be
monitored for surface flow by the Permittee to establish any loss of hydrologic function/flow and to
determine if the streams continue to provide aquatic life propagation and biological integrity per
required in North Carolina Administrative Code 15A NCAC 2B .0211(1). Continuous flow
measurement shall occur through gauges installed at the locations identified as 401-1 through 401-8
as shown on the attached Monitoring Location Map:
Background flow measurements shall be conducted for a minimum of 1 year prior to the
commencement of pit dewatering activities and shall continue until a it can be demonstrated that all
possible pit dewatering conditions have been realized for a sufficient period of time to document
flow trends during each season, and any hydrologic function/flow impacts have been sufficiently
monitored. Annual reports of monitoring shall be submitted to the Winston-Salem Regional Office
on June 1 of each year.
If monitoring of stream flow indicates a reduction of flow of greater than 10% at any sampling
location, then the Permittee shall submit a report to the Division which includes an analysis of of
hydrologic and aquatic function of the stream. If the Division determines that there has been a loss
of functioning accordance with 15A NCAC 2B .0211(1) the Permittee shall submit a mitigation plan
to the Division.
S. Upon the start of pit dewatering activities, groundwater levels shall be continuously monitored in
observation wells OB-1 through OB-13 as shown on the Mine Map provided with the July 3, 2019
supplement provided to the Division. Groundwater levels in the observation wells shall be recorded
a minimum of 24 hours prior to the start of pit dewatering. The Permittee shall provide a minimum
of 1 year of baseline monitoring from previously established monitoring locations (MW-1 to MW-5,

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 5 of 10
OW-2S, OW-2D, PW-1, OW -IS and OW-11)) to represent groundwater elevations across the site
prior to the commencement of pit dewatering. Annual reports of monitoring results shall be
submitted to the Winston-Salem Regional Office on June 1 of each year. If observation well show
lowering of the groundwater table below that predicted by the technical memo submitted to the
Division on July 3, 2019 then the Permittee shall provide an updated report that addresses impacts
to surrounding public water supply wells.
6. A copy of the stormwater outfall/surface water monitoring plan, as approved by the Division of
Energy, Mineral and Land Resources NPDES Permit and/or Mining Permit shall be submitted to the
Division prior to the commencement of mining activities. Additional surface water monitoring
requirements may be added by the Division upon review of the surface water monitoring plan(s)
approved by the Division of Energy, Mineral and Land Resources. [15A NCAC 02H .0506(b)(5)]
7. Stormwater runoff from impervious surfaces throughout the entire project site shall be addressed in
one or more of the regulated programs: an approved Sediment and Erosion Control Plan, a NPDES
stormwater permit, a NPDES wastewater permit, a Division approved Stormwater Management Plan.
[15A NCAC 02H .0506(b)(5)]j
8. This approval is for the purpose and design described in your application and as described in the Public
Notice and as amended in supplemental information supplied to the Division. The plans and
specifications for this project are incorporated by reference and are an enforceable part of the
Certification. Any modifications to the project require notification to DWR and may require an
application submittal to DWR with the appropriate fee. [15A NCAC 02H .0501 and .0502]
9. No waste, spoil, solids, or fill of any kind shall occur in wetlands or waters beyond the footprint of the
impacts (including temporary impacts) as authorized under this Certification. [15A NCAC 02H .0501
and .0502]
10. All construction activities shall be performed and maintained in full compliance with G.S. Chapter
113A Article 4 (Sediment and Pollution Control Act of 1973).
11. Sediment and erosion control measures shall not be placed in wetlands or waters except within the
footprint of temporary or permanent impacts authorized under this Certification. [15A NCAC 02H
.0501 and .0502]
12. Erosion control matting that incorporates plastic mesh and/or plastic twine shall not be used along
streambanks or within wetlands. [15A NCAC 02B .0201]
13. An NPDES Construction Stormwater Permit (NCG010000) is required for construction projects that
disturb one (1) or more acres of land. The NCG010000 Permit allows stormwater to be discharged
during land disturbing construction activities as stipulated in the conditions of the permit. If the
project is covered by this permit, full compliance with permit conditions including the erosion &
sedimentation control plan, inspections and maintenance, self -monitoring, record keeping and
reporting requirements is required. [15A NCAC 02H .0506(b)(5) and (c)(5)]

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 6 of 10
14. All work in or adjacent to streams shall be conducted so that the flowing stream does not come in
contact with the disturbed area. Approved best management practices from the most current version
of the NCSediment and Erosion Control Manual, or the NC DOTConstruction and Maintenance
Activities Manual, such as sandbags, rock berms, cofferdams, and other diversion structures shall be
used to minimize excavation in flowing water. [15A NCAC 02H .0506(b)(3) and (c)(3)]
15. Culverts shall be designed and installed in such a manner that the original stream profiles are not
altered and allow for aquatic life movement during low flows. The dimension, pattern, and profile of
the stream above and below a pipe or culvert shall not be modified by widening the stream channel or
by reducing the depth of the stream in connection with the construction activity. The width, height,
and gradient of a proposed culvert shall be such as to pass the average historical low flow and spring
flow without adversely altering flow velocity. [15A NCAC 02H .0506(b)(2) and (c)(2)].
Placement of culverts and other structures in streams shall be below the elevation of the streambed
by one foot for all culverts with a diameter greater than 48 inches, and 20% of the culvert diameter
for culverts having a diameter less than or equal to 48 inches, to allow low flow passage of water and
aquatic life.
If multiple pipes or barrels are required, they shall be designed to mimic the existing stream cross
section as closely as possible including pipes or barrels at flood plain elevation and/or sills where
appropriate. Widening the stream channel shall be avoided.
If bedrock is discovered during construction, then DWR shall be notified by phone or email within 24
hours of discovery.
Installation of culverts in wetlands shall ensure continuity of water movement and be designed to
adequately accommodate high water or flood conditions. When roadways, causeways, or other fill
projects are constructed across FEMA-designated floodways or wetlands, openings such as culverts
or bridges shall be provided to maintain the natural hydrology of the system as well as prevent
constriction of the floodway that may result in destabilization of streams or wetlands.
The establishment of native woody vegetation and other soft stream bank stabilization techniques
shall be used where practicable instead of rip -rap or other bank hardening methods.
16. Application of fertilizer to establish planted/seeded vegetation within disturbed riparian areas and/or
wetlands shall be conducted at agronomic rates and shall comply with all other Federal, State and
Local regulations. Fertilizer application shall be accomplished in a manner that minimizes the risk of
contact between the fertilizer and surface waters. [15A NCAC 02B .0200 and 15A NCAC 02B .0231]
17. If concrete is used during construction, then all necessary measures shall be taken to prevent direct
contact between uncured or curing concrete and waters of the state. Water that inadvertently
contacts uncured concrete shall not be discharged to waters of the state. [15A NCAC 02B .02001

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 7 of 10
18. No temporary impacts are allowed beyond those included in this Certification. All temporary fill and
culverts shall be removed, and the impacted area shall be returned to natural conditions within 60
calendar days after the temporary impact is no longer necessary. The impacted areas shall be
restored to original grade, including each stream's original cross -sectional dimensions, planform
pattern, and longitudinal bed profile. All temporarily impacted sites shall be restored and stabilized
with native vegetation. [15A NCAC 02H .0506(b)(2) and (c)(2)]
19. All proposed and approved temporary pipes/culverts/rip-rap pads etc. in streams shall be installed as
outlined in the most recent edition of the North Carolina Sediment and Erosion Control Planning and
Design Manual or the North Carolina Surface Mining Manual or the North Carolina Department of
Transportation Best Management Practices for Construction and Maintenance Activities so as not to
restrict stream flow or cause dis-equilibrium during use of this Certification. [15A NCAC 02H
.0506(b)(2) and (c)(2)]
20. Any riprap required for proper culvert placement, stream stabilization, or restoration of temporarily
disturbed areas shall be restricted to the area directly impacted by the approved construction activity.
All riprap shall be buried and/or "keyed in" such that the original stream elevation and streambank
contours are restored and maintained. Placement of riprap or other approved materials shall not
result in de -stabilization of the stream bed or banks upstream or downstream of the area. [15A NCAC
02H .0506(b)(2)]
21. This Certification does not relieve the applicant of the responsibility to obtain all other required
Federal, State, or Local approvals before proceeding with the project, including those required by, but
not limited to Sediment and Erosion Control, Non -Discharge, Water Supply Watershed, and Trout
Buffer regulations.
22. All mechanized equipment operated near surface waters shall be inspected and maintained regularly
to prevent contamination of surface waters from fuels, lubricants, hydraulic fluids, or other toxic
materials. Construction shall be staged in order to minimize the exposure of equipment to surface
waters to the maximum extent practicable. Fueling, lubrication and general equipment maintenance
shall not take place within 50 feet of a waterbody or wetlands to prevent contamination by fuels and
oils. [15A NCAC 02H .0506(b)(3) and (c)(3) and 15A NCAC 02B .0211 (12)]
23. Heavy equipment working in wetlands shall be placed on mats or other measures shall be taken to
minimize soil disturbance. [15A NCAC 02H .0506(b)(3) and (c)(3)]
24. In accordance with 143-215.85(b), the applicant shall report any petroleum spill of 25 gallons or more;
any spill regardless of amount that causes a sheen on surface waters; any petroleum spill regardless
of amount occurring within 100 feet of surface waters; and any petroleum spill less than 25 gallons
that cannot be cleaned up within 24 hours.

Piedmont Lithium Project
D W R Project #20190035
Individual Certification #WQ0004201
Page 8 of 10
25. Mr. Patrick Brindle and Piedmont Lithium, Inc. shall conduct construction activities in a manner
consistent with State water quality standards (including any requirements resulting from compliance
with section 303(d) of the Clean Water Act) and any other appropriate requirements of State and
Federal law. [15A NCAC 02B .0200] If the Division determines that such standards or laws are not
being met (including the failure to sustain a designated or achieved use) or that State or federal law is
being violated, or that further conditions are necessary to assure compliance, the Division may
reevaluate and modify this Certification. Before modifying the Certification, the Division shall notify
Mr. Patrick Brindle and Piedmont Lithium, Inc. and the U.S. Army Corps of Engineers, provide public
notice in accordance with i5A NCAC 02H .0503 and provide opportunity for public hearing in
accordance with 15A NCAC 02H .0504. Any new or revised conditions shall be provided to Mr. Patrick
Brindle and Piedmont Lithium, Inc. in writing, shall be provided to the U.S. Army Corps of Engineers for
reference in any Permit issued pursuant to Section 404 of the Clean Water Act, and shall also become
conditions of the 404 Permit for the project.
26. Upon completion of all permitted impacts included within the approval and any subsequent
modifications, the applicant shall be required to return a certificate of completion (available on the
DWR website https://edocs.deg.nc.gov/Forms/Certificate-of-Completion). [15A NCAC 02H .0502(f)]
27. If the property or project is sold or transferred, the new Permittee shall be given a copy of this
Certification (and written authorization if applicable) and is responsible for complying with all
conditions. [35A NCAC 02H .0501 and .0502]
28. This Certification neither grants nor affirms any property right, license, or privilege in any waters, or
any right of use in any waters. This Certification does not authorize any person to interfere with the
riparian rights, littoral rights, or water use rights of any other person and this Certification does not
create any prescriptive right or any right of priority regarding any usage of water. This Certification
shall not be interposed as a defense in any action respecting the determination of riparian or littoral
rights or other rights to water use. No consumptive user is deemed by virtue of this Certification to
possess any prescriptive or other right of priority with respect to any other consumptive user
regardless of the quantity of the withdrawal or the date on which the withdrawal was initiated or
expanded.
29. This certification grants permission to the director, an authorized representative of the Director, or
DENR staff, upon the presentation of proper credentials, to enter the property during normal business
hours. [15A NCAC 02H .0502(e))
30. Non-compliance with or violation of the conditions herein set forth by a specific project may result in
revocation of this General Certification for the project and may also result in criminal and/or civil
penalties.

Piedmont Lithium Project
DWR Project #20190035
Individual Certification #WQC004201
Page 9 of 10
31. The permittee shall report to the Mooresville Regional Office any noncompliance with this
certification, any violation of stream or wetland standards [15A NCAC 02B .0200] including but not
limited to sediment impacts, and any violation of state regulated riparian buffer rules [15A NCAC 02B
.0200]. Information shall be provided orally within 24 hours (or the next business day if a weekend
or holiday) from the time the applicant became aware of the circumstances. A written submission
shall also be provided within 5 business days of the time the applicant becomes aware of the
circumstances. The written submission shall contain a description of the noncompliance, and its
causes; the period of noncompliance, including exact dates and times, if the noncompliance has not
been corrected, the anticipated time compliance is expected to continue; and steps taken or planned
to reduce, eliminate, and prevent reoccurrence of the noncompliance. The Division may waive the
written submission requirement on a case -by -case basis.
This approval to proceed with your proposed impacts or to conduct impacts to waters as depicted in
your application shall expire upon expiration of the 404 or CAMA Permit. The conditions in effect on the
date of issuance shall remain in effect for the life of the project, regardless of the expiration date of this
Certification. [15A NCAC 02H .0507(d)(2) and 15A NCAC 02H .0506]
This the 21'` day of October 2019
MkE Haupt, Acting Supervisor
401 & Buffer Permitting Branch
449.1
WQC004201

IP Project Boundary

DocuSign Envelope ID: 709076B0-A31 F-40B6-B404-CF5A22A7F1 B9
ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
S. DANIEL SMITH
Director
NORTH CAROLINA
Environmental Quality
November 10, 2021
DWR # 20190035
Gaston County
Piedmont Lithium, Inc
Attn: Patrick Brindle
5706 Dallas-Cherryville Highway
Bessimer City, NC 28016
Subject: Individual 401 Water Quality Certification revised condition
Piedmont Lithium Project
USACE Action ID. No. SAW-2018-01129
Dear Mr. Brindle:
On November 5, 2021 the Division received correspondence from Kelly Thames of HDR on your behalf
regarding the Individual 401 Certification for the Piedmont Lithium Project. The correspondence was a
request for reconsideration and clarification of Condition 3 regarding surveying for state listed species.
Upon recent consultation with the NCWRC, the surveys required per Condition 3 are no longer
necessary.
Please note that all other Conditions of Certification # WQC004201 remain valid. Contact Sue
Homewood at 336-776-9693 or [e-mail] if you have any questions or concerns.
Sincerely,
DocuSigned by:
949D91BA53EF4E0...
Paul Wojoski, Supervisor
401 & Buffer Permitting Branch
cc: Kelly Thames, HDR (via email)
Bryan Roden -Reynolds, USACE Charlotte Regulatory Field Office (via email)
Olivia Munzer, NC WRC (via email)
DWR MRO 401 file
DWR 401 & Buffer Permitting Branch file
D E Q�� North Carolina Department of Environmental Quality j Division of Water Resources
512 North Salisbury Street 1 1650 Mail Service Center I Raleigh, North Carolina 27699-1650
NOFIHCAHOLINA
rIMA vI /"� 919.707.9000

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix A - Background Studies and Reference Documents
A.2 Technical Memorandum — Water Quality Testing

n
u
Technical
Memorandum
Water Quality Testing
Piedmont Lithium
Gaston County, North Carolina
March 19, 2020

Piedmont Lithium I Technical Memorandum — Water Quality Testing ���
Contents
Contents
1 Introduction............................................................................................................................1
2 Methods.................................................................................................................................1
2.1 Groundwater...................................................................................................................1
2.1.1 Groundwater Flow...................................................................................................3
2.1.2 Groundwater Sampling Procedures
........................................................................3
2.2 Surface Water.................................................................................................................3
2.2.1 Flow Measurements................................................................................................3
2.2.2 Surface Water Quality.............................................................................................4
3 Water Quality.........................................................................................................................4
3.1 Groundwater...................................................................................................................4
3.2 Surface Water.................................................................................................................4
4 Conclusions...........................................................................................................................5
4.1 Groundwater...............................................................................................................5
4.2 Surface Water.............................................................................................................5
Figure
Figure 1 — Sample Location Map..................................................................................................2
Tables
Table 1 - Monitoring Well Construction Summary and Groundwater Elevation
Table 2 - Summary of Stream Flow Measurements
Table 3 - Summary of Groundwater Quality Data
Table 4 — Summary of Surface Water Quality Data

Piedmont Lithium I Technical Memorandum — Water Quality Testing ���
Introduction
1 Introduction
HDR Engineering, Inc. of the Carolinas (HDR) has completed baseline groundwater and surface
water monitoring at the planned Piedmont Lithium, Inc. (PLI) mine site (Site) between August
2018 and February 2020. Subsequent to installation of monitoring and observation wells in
2018, HDR conducted 17 groundwater gauging events, 12 groundwater sampling events, 2
surface water flow monitoring events, and 12 surface water sampling events.
2 Methods
2.1 Groundwater
The groundwater monitoring network consists of five monitoring wells (MW-1 through MW-5),
one aquifer test pumping well (PW-1), and four aquifer test observation wells (OW-1 S, OW-1 D,
OW-2S, and OW-21D). Monitoring wells were installed in June and July 2018 to support monthly
monitoring of groundwater levels and to provide baseline groundwater quality data prior to
operation of the planned mine. The pumping and observation wells were installed in June and
July 2018 to facilitate a planned 72-hour aquifer test for evaluation of hydrogeologic properties
on the northeastern portion of the Site. Well construction details for the wells installed in 2018
are presented in Table 1 Well locations are shown on Figure 1.

LEGEND
Pumping Well
Monitoring Well
,5� Observation Well
Surface Water Collection Sites
Stream Flow Measurements
OIP Project Boundary (963 ac.)
© 0 Miles 0.25
r
�h
4
F)J P I E D/1A LITN TLem
.. ;N
'ram• a . �� � •�
� to ;
SAMPLE LOCATION MAP
PIEDMONT LITHIUM
FIGURE 1
TECHNICAL MEMORANDUM: WATER QUALITY TESTING

Piedmont Lithium I Technical Memorandum — Water Quality Testing ���
Methods
2.1.1 Groundwater Flow
Seventeen groundwater level gauging events were conducted from July 2018 to February 2020.
Depth to water from the top of well casing was recorded using an electronic water level meter.
Depths to water have ranged from 2.15 feet below top of casing (BTOC) in PW-1 (June 2019) to
55.62 feet BTOC in MW-3 (July 2018). Historic groundwater elevations are shown in Table 1.
Based on the data, groundwater generally mimics topography and flows from southwest to
northeast across the Site.
2.1.2 Groundwater Sampling Procedures
Groundwater samples were collected by HDR during 12 sampling events between August 2018
and February 2020. Purging was conducted via low -flow methods and was considered complete
when the water table and field parameters had stabilized in accordance with the targets
specified below. Field measurements were obtained using a calibrated water quality meter.
• Turbidity (10% for values greater than 5 NTU (if three turbidity values are less than 5
NTU, the values are considered stabilized)
• DO (10% for values greater than 0.5 mg/L, if three DO values are less than 0.5 mg/L, the
values are considered stabilized)
• Specific conductance (3%)
• Temperature (3%)
• pH (± 0.1 unit)
• ORP (± 10 millivolts)
The water level meter and pump were decontaminated in the field with a distilled water rinse,
Alconox® wash, and a distilled water rinse, prior to and following sampling at each monitoring
well. Purge water was discharged to the ground surface adjacent to each well.
Samples were transferred under Chain of Custody (COC) procedures to Pace Analytical
Services, LLC (Pace) of Huntersville, North Carolina (NC Certification #37706) for analysis of
constituents, as specified in Section 3.1. Sample handling and custody were performed
according to the EPA Guidance for Field Samplers.
2.2 Surface Water
2.2.1 Flow Measurements
Two surface water flow measurement events occurred during May and June 2019 at 15
locations around the Site (Figure 1). Six flow measurements were taken on larger streams (FM-
1 through FM-6) and nine flow measurements were taken on smaller tributaries (Weir-1 through
Weir-9). Stream flow was measured using Swoffer Model 3000 Current Velocity Flowmeters in
the larger streams and the float method in the smaller tributaries. The Swoffer uses a propeller
driven rotor that produces electronic pulses that are directly proportional to flow velocity. Flow
measurements ranged from 24.15 cubic feet per second (cfs) in FM-1 to 0.065 cfs in Weir-1
(Table 2).

Piedmont Lithium I Technical Memorandum — Water Quality Testing ���
Water Quality
2.2.2 Surface Water Quality
HDR established seven surface water sampling locations (SITE-1 through SITE-7) along Beaver
Dam Creek and Little Beaver Dam Creek to evaluate surface water quality across the Site. Grab
samples were collected from each surface water sampling location monthly from February 2019
to January 2020. Prior to sample collection, field parameters (including temperature,
conductivity, pH, ORP, and DO) were measured with a water quality meter. Surface water
sampling locations are shown on Figure 1.
3 Water Quality
3.1 Groundwater
Groundwater samples were analyzed for the following suite of inorganic constituents:
• Metals using USEPA Method 6010D
• Alkalinity using Standard Method (SM) 2320B
• Total dissolved solids (TDS) using SM 2540C
• Total Kjeldahl nitrogen using USEPA Method 351.2
• Nitrate and nitrite using USEPA Method 353.2
• Total nitrogen (calculation)
• Chloride, fluoride, sulfate using USEPA Method 300.0
• Cyanide using SM 4500-CN
Following the initial August 2018 sampling event, the samples were analyzed for the RCRA 8
metals and the constituents listed above (Table 3). Concentrations of arsenic, chromium, lead,
manganese and fluoride that exceeded the North Carolina Department of Environmental Quality
(NCDEQ) groundwater quality standards (21- Standards) were reported in MW-2, MW-5, OW-
1 D, OW-2S, and PW-1. Additionally, pH field measurements were observed above and below
the 2L Standard range of 6.5-8.5 standard units (SU) in each of the wells during the monitoring
period. The pH was consistently above 8.5 SU in MW-1, MW-5 and PW-1. Note that the
presence of naturally occurring metals above 2L Standards is common in the Piedmont
Physiographic Provence of North Carolina and does not necessarily constitute groundwater
contamination.
3.2 Surface Water
Surface water samples collected were analyzed for the following:
• Metals using USEPA Method 6010D
• Alkalinity using Standard Method (SM) 2320B
• Total dissolved solids (TDS) using SM 2540C
• Total Kjeldahl nitrogen using USEPA Method 351.2
• Nitrate and nitrite using USEPA Method 353.2

Piedmont Lithium I Technical Memorandum — Water Quality Testing ���
Conclusions
• Total nitrogen (calculation)
• Chloride, fluoride, sulfate using USEPA Method 300.0
• Cyanide using SM 4500-CN
• Ammonia using USEPA Method 350.1
• Chlorophyll -A using SM 10200-H
• Total suspended solids using SM 2540D
• Phosphorus using USEPA Method 365.1
Six of the twelve surface water sampling events were collected during ambient conditions and
six were collected during non -ambient conditions. Non -ambient conditions are considered when
precipitation in the area is greater than 0.1 inch in the 72 hours prior to sampling. Precipitation
amounts were monitored using the Community Collaborative Rain, Hail, and Snow
(CoCoRaHS) Network. Samples collected were compared to the 15A NCAC 02B Standards and
no exceedances were observed during the sampling events. A summary of the surface water
quality data is presented in Table 4.
4 Conclusions
4.1 Groundwater
The results of monthly groundwater level gauging indicate typical seasonal fluctuations of water
levels across the Site. Further, groundwater elevations mimic topography, which is consistent
with the regolith-fractured crystalline rock aquifer system of the Piedmont Physiographic
Province of North Carolina.
Concentrations of naturally -occurring inorganic constituents were detected in each monitoring
well within the sampling network. The number of constituents detected and the magnitude of
concentrations detected in the samples collected from MW-5 exceeded observations in other
wells sampled and this condition is likely due to natural variability or other conditions (e.g.
anthropogenic source).
4.2 Surface Water
Surface water flow measurements were used to develop a 3-Dimensional flow model to
establish baseline flow across the Site prior to mine operations.
There were neither organic nor inorganic exceedances in the surface water samples collected
from Beaver Dam Creek and Little Beaver Dam Creek.

Piedmont Lithium I Technical Memorandum — Water Quality Testing ���
Tables
Tables

TABLE 1
SUMMARY OF MONITORING WELL CONSTRUCTION AND GROUNDWATER ELEVATION DATA
PIEDMONT LITHIUM, INC.
GASTON COUNTY, NORTH CAROLINA
Well ID
Northing
(feet)
Easting
(feet)
Well
Diameter
(inches)
Total Dpeth
(ft bgs)
Screened
Interval
(ft bgs)
Top of Casing
Elevation
(feet)
Date of Water Level
Measurement
DTW
(ft bTOC)
GW Elevation
(ft msl)
MW-1
605465.4409
1319945.982
6
110
Open Hole
Interval
(60-110)
762.49
7/16/2018
21.33
741.16
8/7/2018
19.73
742.76
10/4/2018
20.15
742.34
11/16/2018
17.56
744.93
12/21/2018
17.50
744.99
1/25/2019
18.11
744.38
2/27/2019
17.47
745.02
4/24/2019
18.02
744.47
6/24/2019
18.96
743.53
7/22/2019
19.45
743.04
8/20/2019
19.64
742.85
9/23/2019
20.04
742.45
10/28/2019
20.10
742.39
11/18/2019
20.11
742.38
12/17/2019
19.68
742.81
1/27/2020
19.35
743.14
2/25/2020
18.48
744.01
MW-2
605494.2222
1316921.051
6
110
Open Hole
Interval
(60-110)
864.12
7/16/2018
47.99
816.13
8/7/2018
47.88
816.24
10/4/2018
47.37
816.75
11/16/2018
47.02
817.10
12/21/2018
46.25
817.87
1/25/2019
45.29
818.83
2/27/2019
44.03
820.09
4/24/2019
41.85
822.27
6/24/2019
40.44
823.68
7/22/2019
40.19
823.93
8/20/2019
40.10
824.02
9/23/2019
42.03
822.09
10/28/2019
40.84
823.28
11/18/2019
41.01
823.11
12/17/2019
41.22
822.90
1/27/2020
41.30
822.82
2/25/2020
40.80
823.32
MW-3
603244.8572
1315463.542
6
170
Open Hole
Interval
(117-170)
840.39
7/16/2018
55.62
784.77
8/7/2018
55.13
785.26
10/4/2018
54.96
785.43
11/16/2018
54.30
786.09
12/21/2018
52.95
787.44
1/25/2019
51.02
789.37
2/27/2019
49.22
791.17
4/24/2019
46.70
793.69
6/24/2019
46.58
793.81
7/22/2019
47.16
793.23
8/20/2019
47.91
792.48
9/23/2019
48.69
791.70
10/28/2019
49.75
790.64
11/18/2019
50.09
790.30
12/17/2019
50.46
789.93
1/27/2020
50.41
789.98
2/25/2020
49.08
791.31
MW-4
601127.1718
1319231.618
6
153
Open Hole
Interval
(102-153)
884.97
7/16/2018
40.72
844.25
8/7/2018
40.46
844.51
10/4/2018
39.40
845.57
11/16/2018
38.05
846.92
12/21/2018
36.08
848.89
1/25/2019
34.59
850.38
2/27/2019
33.18
851.79
4/24/2019
32.39
852.58
6/24/2019
33.05
851.92
7/22/2019
33.65
851.32
8/20/2019
34.39
850.58
9/23/2019
35.07
849.90
10/28/2019
36.09
848.88
11/18/2019
36.44
848.53
12/17/2019
36.50
848.47
1/27/2020
35.30
849.67
2/25/2020
33.83
851.14

TABLE 2
SUMMARY OF STREAM FLOW MEASUREMENTS
PIEDMONT LITHIUM, INC.
GASTON, NORTH CAROLINA
Location
ID
Date
Flow (cfs)
Flow (gpm)
FM-1
5/13/2019
24.15
10839.2
6/11/2019
20.40
9156.1
FM-2
5/13/2019
20.95
9403.0
6/11/2019
20.60
9245.9
FM-3
5/13/2019
8.00
3590.6
6/11/2019
8.40
3770.2
FM-4
5/13/2019
12.15
5453.3
6/11/2019
12.05
5408.4
FM-5
5/15/2019
0.35
157.1
6/12/2019
0.30
134.6
FM-6
5/15/2019
9.05
4061.9
6/12/2019
8.65
3882.4
Weir-1
5/15/2019
0.065
29.2
6/12/2019
0.34
152.9
Weir-2
5/15/2019
0.60
269.3
6/13/2019
0.53
238.3
Weir-3
5/15/2019
NM
>11*
6/12/2019
0.088
39.7
Weir-4
5/15/2019
0.42
188.5
6/13/2019
0.15
68.0
Weir-5
5/15/2019
0.25
112.2
6/13/2019
0.15
66.1
Weir-6
5/15/2019
0.82
365.8
6/13/2019
0.37
166.1
Weir-7
5/15/2019
0.10
44.9
6/12/2019
0.097
43.6
Weir-8
5/15/2019
0.03
13.5
6/13/2019
0.04
18.9
Weir-9
5/15/2019
0.07
31.4
6/13/2019
0.10
45.2
Notes:
cfs - cubic feet per second
gpm - gallons per minute
NM - not measured
* A temporary weir was used at this location

TABLE 3
SUMMARY OF GROUNDWATER QUALITY DATA
PIEDMONT LITHIUM, INC.
GASTON COUNTY, NORTH CAROLINA
Field Measurements
Alkalinity
Nitrogen
Location
Date
Turbidity
(NTU)
DO
(mg/L)
pH (SU)
Specific
Conductivity (Ps/cm)
Temperature
(°C)
Arsenic
(ug/L)
Barium
(ug/L)
Cadmium
(ug/L)
Chromium
(ug/L)
Lead
(ug/L)
Lithium
(ug/L)
Mercury
(ug/L)
Manganese
(ug/L)
Selenium
(ug/L)
Silver
(ug/L)
Bicarbonate
( (mg L)
Carbonate
( (mg L)
Total
(mg L)
Total
�mgg)
Total
Keldahl
Nitrogen
Nitrogen,
N (mg/L)
Total Dissolved
Solids (mg/L)
Chloride
(mg/L)
Fluoride
(mg/L)
Sulfate
(mg/L)
Cyanide
(mg/L)
8/10/2018
4.91
5.97
11.73
675.0
17.0
<10.0
16.6
<1.0
6.1
<5.0
NS
NS
NS
<10.0
<5.0
<5.0
140
160
<0.52
<0.50
0.17
233
3.3
0.32
12.9
<0.0080
3/27/2019
NM
NM
NM
NM
NM
<10.0
19.1
<1.0
<5.0
<5.0
84.2
NS
<5.0
<10.0
<5.0
<5.0
88.0
168
<0.52
<0.50
0.25
224
2.0
0.18
7.3
<0.0080
4/24/2019
1.27
3.36
11.75
737.0
16.6
<10.0
18.7
<1.0
<5.0
<5.0
78.2
<0.20
<5.0
<10.0
<5.0
<5.0
51.0
178
0.87
0.62
0.25
256
1.9
0.18
6.8
<0.0080
6/24/2019
1.66
4.63
11.46
636.0
17.1
<10.0
19.50
<1.0
<5.0
<5.0
73.0
<0.20
<5.0
<10.0
<5.0
<5.0
58.70
161.00
<0.52
<0.50
0.27
212.00
2.00
0.16
6.90
<0.0080
7/22/2019
1.45
4.78
11.68
624.0
16.8
<10.0
17.0
<1.0
<5.0
<5.0
71.4
NS
<5.0
<10.0
<5.0
<5.0
67.7
146
<0.52
<0.50
0.27
181
2.0
0.17
6.7
<0.0080
8/23/2019
20.4
3.85
11.39
634.0
17.8
<10.0
20.1
<1.0
<5.0
<5.0
81.8
<0.20
14.1
<10.0
<5.0
<5.0
71.3
154
0.58
<0.50
0.29
195
2.2
0.27
7.5
<0.0080
MW-1
9/24/2019
1.5
3.71
11.26
581.4
16.6
<10.0
16.8
<1.0
<5.0
<5.0
80.3
<0.20
<5.0
<10.0
<5.0
<5.0
80.3
153
<0.52
<0.50
0.30
186
2.1
0.17
6.6
<0.0080
10/28/2019
2.06
4.21
11.56
597.7
15.1
<10.0
15.4
<1.0
<5.0
<5.0
81.2
<0.20
<5.0
<10.0
<5.0
<5.0
40.1
141
0.52
<0.50
0.31
214
1.9
0.26
7.2
<0.0080
11/18/2019
1.01
4.19
11.54
450.7
14.7
<50.0'
13.1
<5.0*
<25.0'
<25.0`
91.6
<0.20
<25.0*
<50.0
<25.0*
<5.0
64.9
108
0.60
<0.50
0.40
142
2.0
0.20
5.2
<0.0080
12/17/2019
0.40
5.02
10.41
124.6
15.0
<10.0
7.2
<1.0
<5.0
<5.0
97.1
<0.20
<5.0
<10.0
<5.0
<5.0
39.3
40.6
0.53
<0.50
0.46
71.0
2.0
0.11
2.9
<0.0080
1/27/2020
0.60
5.58
10.44
140.4
14.7
<10.0
9.1
<1.0
<5.0
<5.0
97.0
<0.20
5.0
<10.0
<5.0
16.5
19.3
35.8
0.69
<0.50
0.51
76.0
2.0
<0.10
2.2
<0.0080
2/25/2020
1.47
2.56
11.57
500.7
14.7
<10.0
9.1
<1.0
<5.0
<5.0
76.6
<0.20
<5.0
<10.0
<5.0
<5.0
64.6
120
<0.52
<0.50
0.33
140
2.2
0.36
7.1
<0.0080
8/9/2018
8.20
0.95
7.80
184.6
17.5
<10.0
<5.0
<1.0
<5.0
<5.0
NS
NS
NS
<10.0
<5.0
79.1
<5.0
79.1
1.30
<0.50
0.91
135
2.5
<0.10
8.2
<0.0080
3/27/2019
NM
NM
NM
NM
NM
<10.0
1 <5.0
<1.0
<5.0
<5.0
1 180.0
NS
33.6
<10.0
<5.0
1 95.4
<5.0
95.4
1.40
<0.50
1.10
139
2.3
<0.10
5.4
<0.0080
4/24/2019
4.79
0.15
7.98
203.9
16.6
<10.0
<5.0
<1.0
<5.0
<5.0
167
<0.20
31.1
<10.0
<5.0
97.3
<5.0
97.3
1.4
<0.50
1 1.1
165
2.3
<0.10
5.3
<0.0080
6/24/2019
1.24
1.61
7.37
184.2
18.6
<10.0
<5.0
<1.0
12.80
<5.0
99.3
<0.20
21.4
<10.0
<5.0
86.50
<5.0
86.50
1.90
<0.50
1.70
145.00
2.50
<0.10
3.30
<0.0080
7/22/2019
1.09
0.31
8.10
203.0
16.7
<10.0
<5.0
<1.0
<5.0
<5.0
129
NS
21.7
<10.0
<5.0
98.2
<5.0
98.2
1.3
<0.50
1.2
133
2.4
<0.10
4.9
<0.0080
MW-2
8/22/2019
2.79
0.29
7.58
214.0
16.8
<10.0
<5.0
<1.0
11.4
<5.0
145
<0.20
19.4
<10.0
<5.0
106
<5.0
106
1.4
<0.50
1.3
163
2.6
<0.10
5.7
<0.0080
9/24/2019
0.64
4.18
5.87
138.2
15.9
<10.0
5.2
<1.0
1 <5.0
<5.0
70.4
<0.20
17.6
1 <10.0
<5.0
57.1
<5.0
57.1
2.0
<0.50
2.0
103
2.5
<0.10
1.5
<0.0080
10/28/2019
0.63
6.30
7.07
189.7
16.4
<10.0
1 <5.0
<1.0
<5.0
<5.0
93.6
1 <0.20
21.4
<10.0
<5.0
1 79.0
<5.0
1 79.0
2.2
<0.50
2.0
1 146
2.4
<0.10
3.1
<0.0080
11/18/2019
0.46
4.02
1 6.75
147.0
15.9
<10.0
<5.0
<1.0
<5.0
<5.0
82.9
<0.20
12.7
<10.0
<5.0
57.2
<5.0
57.2
2.3
<0.50
2.1
113
2.6
<0.10
1.9
<0.0080
12/17/2019
0.63
5.69
6.30
112.8
16.0
<10.0
6.8
<1.0
<5.0
<5.0
72.0
<0.20
12.6
<10.0
<5.0
44.0
<5.0
44.0
2.3
<0.50
2.2
74.0
2.6
<0.10
1.1
<0.0080
1/28/2020
1.72
0.85
7.75
213.2
15.5
<10.0
<5.0
<1.0
<5.0
<5.0
141
<0.20
19.2
<10.0
<5.0
106
<5.0
106
1.6
<0.50
1.5
129
2.4
<0.10
4.8
<0.0080
2/25/2020
0.32
3.24
7.00
171.3
15.4
<10.0
<5.0
<1.0
<5.0
<5.0
82.8
<0.20
17.8
<10.0
<5.0
74.1
<5.0
74.1
2.0
<0.50
1.9
98.0
2.6
<0.10
2.5
1 <0.0080
8/9/2018
8.70
5.59
9.06
106.9
17.7
<10.0
<5.0
<1.0
1 <5.0
<5.0
NS
NS
NS
<10.0
<5.0
46.1
<5.0
46.1
0.88
<0.50
0.65
94.0
1.3
1 <0.10
2.9
<0.0080
3/27/2019
NM
NM
NM
NM
NM
<10.0
<5.0
<1.0
<5.0
<5.0
185.0
1 NS
12.5
<10.0
<5.0
1 47.9
<5.0
1 47.9
0.90
<0.50
0.76
85.0
1.3
<0.10
1.5
<0.0080
4/24/2019
3.21
6.39
1 8.77
102.0
16.1
<10.0
5.2
<1.0
<5.0
<5.0
185
<0.20
5.5
<10.0
<5.0
46.4
<5.0
48.2
0.99
<0.50
0.70
112
1.3
<0.10
1.6
<0.0080
6/24/2019
1.60
5.35
8.97
103.4
18.1
<10.0
9.70
<1.0
<5.0
<5.0
172
<0.20
<5.0
<10.0
<5.0
45.20
<5.0
48.90
0.89
<0.50
0.72
84.00
1.30
<0.10
1.60
<0.0080
7/23/2019
1.43
6.14
7.86
97.1
18.1
<10.0
<5.0
<1.0
<5.0
<5.0
155
NS
6.0
<10.0
<5.0
43.6
<5.0
43.6
0.9
<0.50
0.72
50.0
1.4
<0.50
1.5
<0.0080
8/23/2019
1.08
5.98
7.66
101.8
16.5
<10.0
<5.0
<1.0
<5.0
<5.0
184
<0.20
<5.0
<10.0
<5.0
48.8
<5.0
48.8
0.90
<0.50
0.72
83.0
1.5
<0.10
2.1
<0.0080
MW-3
9/23/2019
1.75
6.87
6.86
96.6
16.5
<10.0
<5.0
<1.0
1 <5.0
<5.0
179
<0.20
<5.0
1 <10.0
<5.0
47.5
<5.0
47.5
0.86
1 <0.50
0.82
83.0
1.5
<0.10
1.5
<0.0080
10/28/2019
1.44
7.10
8.03
105.1
16.4
<10.0
<5.0
<1.0
<5.0
<5.0
186
1 <0.20
<5.0
<10.0
<5.0
1 46.0
<5.0
46.0
0.96
<0.50
0.82
98.0
1.3
<0.10
1.4
<0.0080
11/20/2019
0.90
5.71
1 7.77
104.4
14.5
<10.0
<5.0
<1.0
<5.0
<5.0
204
<0.20
5.6
<10.0
<5.0
45.0
<5.0
45.0
1.00
<0.50
0.87
1 87.0
1.5
<0.10
1.5
<0.0080
12/17/2019
2.74
5.28
8.35
111.4
15.6
<10.0
<5.0
<1.0
<5.0
<5.0
194
<0.20
<5.0
<10.0
<5.0
53.5
<5.0
53.5
0.81
<0.50
0.81
82.0
1.5
<0.10
1.5
<0.0080
1/27/2020
3.01
6.79
7.86
102.1
14.6
<10.0
<5.0
<1.0
<5.0
<5.0
199
<0.20
<5.0
<10.0
<5.0
50.4
<5.0
50.4
1.0
<0.50
0.81
78.0
1.4
<0.10
1 1.4
<0.0080
2/27/2020
4.69
5.81
8.20
108.8
15.4
<10.0
<5.0
<1.0
<5.0
<5.0
186
<0.20
<5.0
<10.0
<5.0
53.6
<5.0
53.6
0.78
<0.50
0.75
65.0
1.5
<0.10
1.4
<0.0080
8/7/2018
13.10
7.11
9.20
120.5
18.4
<10.0
5.2
<1.0
25.7
<5.0
NS
NS
NS
<10.0
<5.0
44.2
<5.0
49.1
1.2
<0.50
1.10
93.0
1.0
1.1
4.1
<0.0080
3/27/2019
NM
NM
NM
NM
NM
<10.0
5.4
<1.0
<5.0
<5.0
222
NS
23.4
<10.0
<5.0
39.6
11.7
51.3
1.4
<0.50
1.2
93.0
<1.0
<0.10
1.3
<0.0080
4/25/2019
2.23
6.15
9.08
113.0
16.5
<10.0
<5.0
<1.0
<5.0
<5.0
228
<0.20
11.9
<10.0
<5.0
40.3
15.0
55.2
1.6
<0.50
1.2
127
<1.0
<0.10
1.1
<0.0080
6/25/2019
1.61
5.75
8.52
105.4
17.5
<10.0
5.50
<1.0
<5.0
<5.0
190
<0.20
11.2
<10.0
<5.0
49.70
<5.0
49.70
1.30
<0.50
1.20
105.00
<1.0
<0.10
1.00
<0.0080
7/24/2019
1.22
5.64
8.25
98.2
18.8
<10.0
5.5
<1.0
<5.0
<5.0
159
NS
16.2
<10.0
<5.0
46.1
<5.0
46.1
1.4
<0.50
1.1
58.0
1.0
<0.10
1.0
<0.0080
MW-4
8/23/2019
2.48
6.61
7.57
98.3
17.5
<10.0
6.4
<1.0
<5.0
<5.0
172
<0.20
12.0
<10.0
1 <5.0
46.1
<5.0
1 46.1
1.3
<0.50
1.1
86.0
<1.0
I <0.10
1.3
1 <0.0080
9/24/2019
3.03
6.36
6.99
93.4
16.4
<10.0
5.3
<1.0
<5.0
<5.0
161
<0.20
19.6
<10.0
<5.0
46.2
<5.0
46.2
1.2
<0.50
1.1
89.0
<1.0
<0.10
<1.0
<0.0080
10/30/2019
0.87
7.57
7.58
96.7
16.5
<10.0
1 5.6
<1.0
<5.0
<5.0
163
1 <0.20
10
<10.0
<5.0
41.4
<5.0
41.4
1.4
1 <0.50
1.2
1 79.0
<1.0
<0.10
<1.0
<0.0080
11/19/2019
1.74
6.08
1 7.82
103.2
15.7
<10.0
<5.0
<1.0
<5.0
<5.0
187
<0.20
17.4
<10.0
<5.0
44.0
<5.0
44.0
1.3
0
1.2
94.0
<1.0
<0.10
1.2
<0.0080
12/19/2019
1.81
5.98
7.16
91.5
14.6
<10.0
<5.0
<1.0
23.2
<5.0
158
<0.20
8.5
<10.0
<5.0
41.0
<5.0
41.0
1.3
0
1.2
83.0
<1.0
<0.10
<1.0
<0.0080
1/29/2020
0.58
7.29
7.55
91.3
15.6
<10.0
8.8
<1.0
<5.0
<5.0
155
<0.20
<5.0
<10.0
<5.0
43.6
<5.0
43.6
1.3
0
E10
1.2
68.0
<1.0
<0.10
<1.0
<0.0080
2/27/2020
1.90
6.18
7.12
91.9
16.6
<10.0
6.8
<1.0
<5.0
<5.0
145
<0.20
5.9
<10.0
<5.0
41.4
<5.0
41.4
1.2
0
1.1
55.0
<1.0
<0.10
<1.0
<0.0080

TABLE 3
SUMMARY OF GROUNDWATER QUALITY DATA
PIEDMONT LITHIUM, INC.
GASTON COUNTY, NORTH CAROLINA
Field Measurements
Alkalinity
Nitrogen
Location
Date
Turbidity
(NTU)
DO
(mg/L)
pH (SU)
Specific
Conductivity (Ps/cm)
Temperature
(°C)
Arsenic
(ug/L)
Barium
(ug/L)
Cadmium
(ug/L)
Chromium
(ug/L)
Lead
(ug/L)
Lithium
(ug/L)
Mercury
(ug/L)
Manganese
(ug/L)
Selenium
(ug/L)
Silver
(ug/L)
Bicarbonate
((mg L)
Carbonate
((mg L)
Total
(mg L)
Total
�mgg)
Total
Keldahl
Nitrogen
Nitrogen,
N (mg/L)
Total Dissolved
Solids (mg/L)
Chloride
(mg/L)
Fluoride
(mg/L)
Sulfate
(mg/L)
Cyanide
(mg/L)
8/8/2018
14.7
4.04
11.97
169.7
20.4
221
485
1.3
328
39.9
NS
NS
NS
26.7
<5.0
1530
1800
3330
<0.52
<0.50
0.081
520
2.4
0.28
19.4
<0.0080
3/27/2019
NM
NM
NM
NM
NM
<10.0
14.6
<1.0
6.2
<5.0
70.9
NS
<5.0
<10.0
<5.0
<5.0
88.0
193
<0.52
<0.50
<0.040
271
1.8
0.15
13.5
<0.0080
4/25/2019
2.93
3.11
11.19
276.4
19.3
<10.0
12.9
<1.0
<5.0
<5.0
151
<0.20
<5.0
<10.0
<5.0
<5.0
35.8
70.0
<0.52
<0.50
0.091
108
<1.0
<0.10
2.1
<0.0080
6/25/2019
4.39
5.83
10.99
228.0
18.1
10.40
13.60
<1.0
<5.0
<5.0
147
<0.20
<5.0
<10.0
<5.0
12.30
86.30
98.60
<0.52
<0.50
0.089
80.00
<1.0
0.10
2.00
<0.0080
7/24/2019
3.22
3.22
10.97
183.7
18.2
<10.0
9.7
<1.0
<5.0
<5.0
130
NS
<5.0
<10.0
<5.0
<5.0
48.9
54.0
<0.52
<0.50
0.088
56.0
<1.0
<0.10
1.9
<0.0080
MW-5
8/21/2019
6.18
2.75
10.72
185.5
20.5
<10.0
9.7
<1.0
<5.0
<5.0
143
<0.20
6.0
<10.0
<5.0
<5.0
47.0
50.3
<0.52
<0.50
0.077
74.0
1.2
0.13
3.5
<0.0080
9/24/2019
17.40
6.81
10.73
184.3
18.5
<10.0
9.6
<1.0
<5.0
<5.0
146
<0.20
8.2
<10.0
<5.0
17.1
54.0
71.2
<0.52
<0.50
0.087
79.0
1.1
<0.10
3.0
<0.0080
10/29/2019
4.47
3.40
10.71
141.4
17.5
<10.0
8.2
<1.0
1 <5.0
<5.0
158
<0.20
1 <5.0
<10.0
<5.0
<5.0
24.4
40.1
<0.52
<0.50
0.087
63.0
<1.0
<0.10
2.0
<0.0080
11/20/2019
8.23
0.23
11.58
515.5
16.9
<10.0
6.7
<1.0
<5.0
<5.0
80.1
<0.20
<5.0
<10.0
<5.0
<5.0
62.5
125
<0.52
<0.50
<0.040
168
1.6
0.20
1 10.4
<0.0080
12/18/2019
7.19
2.71
10.08
88.9
15.0
14.3
8.2
<1.0
<5.0
<5.0
169
<0.20
7.5
<10.0
<5.0
42.5
11.9
54.4
<0.52
<0.50
0.078
44.0
1.1
0.10
2.3
<0.0080
1/28/2020
4.77
2.85
10.86
169.1
15.6
<10.0
9.6
<1.0
<5.0
<5.0
158
<0.20
7.2
<10.0
<5.0
<5.0
48.1
50.3
<0.52
<0.50
0.068
64.0
1.1
<0.10
2.9
<0.0080
2/26/2020
3.58
5.65
9.66
82.9
15.1
13.9
<5.0
<1.0
<5.0
<5.0
156
<0.20
<5.0
<10.0
<5.0
30.1
6.7
36.9
<0.52
<0.50
0.069
44.0
1.1
<0.10
2.8
<0.0080
8/9/2018
12.3
6.70
6.78
124.6
15.9
<10.0
<5.0
<1.0
<5.0
<5.0
NS
NS
NS
<10.0
<5.0
64.5
<5.0
64.5
<0.52
<0.50
0.16
103
<1.0
<0.10
<1.0
<0.0080
3/27/2019
NM
NM
NM
NM
NM
<10.0
<5.0
1 <1.0
<5.0
<5.0
108
NS
12.8
<10.0
<5.0
69.6
<5.0
69.6
<0.52
<0.50
0.19
103
<1.0
<0.10
<1.0
<0.0080
4/26/2019
5.71
6.40
6.92
127.9
14.9
<10.0
<5.0
<1.0
<5.0
<5.0
109
<0.20
34.9
<10.0
<5.0
73.2
<5.0
73.2
<0.52
<0.50
0.17
157
<1.0
<0.10
I <1.0
<0.0080
6/26/2019
9.63
5.52
7.01
128.4
15.7
<10.0
<5.0
<1.0
<5.0
<5.0
97.8
<0.20
14.9
<10.0
<5.0
69.60
<5.0
69.60
<0.52
<0.50
0.22
104.00
<1.0
<0.10
<1.0
<0.0080
7/23/2019
5.15
6.37
6.92
122.4
15.9
<10.0
<5.0
<1.0
<5.0
<5.0
85.8
NS
23.2
<10.0
<5.0
64.8
<5.0
64.8
<0.52
<0.50
0.16
104
<1.0
<0.10
<1.0
1 <0.0080
ow
8/22/2019
8.49
5.10
6.77
126.6
17.3
<10.0
<5.0
<1.0
<5.0
<5.0
98.0
<0.20
1 30.8
<10.0
<5.0
69.5
<5.0
69.5
<0.52
<0.50
0.16
100
<1.0
0.12
<1.0
<0.0080
-is
9/26/2019
9.73
6.32
6.06
119.0
16.2
<10.0
<5.0
<1.0
1 <5.0
<5.0
95.5
<0.20
32.0
<10.0
<5.0
68.3
<5.0
68.3
<0.52
<0.50
0.16
100
1.1
<0.10
<1.0
<0.0080
10/30/2019
7.24
6.77
6.92
125.0
15.6
<10.0
<5.0
<1.0
<5.0
<5.0
103
<0.20
19.1
<10.0
<5.0
62.7
<5.0
62.7
<0.52
<0.50
0.17
106
<1.0
<0.10
<1.0
<0.0080
11/21/2019
2.06
6.00
6.84
127.6
15.2
<10.0
<5.0
<1.0
<5.0
<5.0
106
<0.20
<5.0
<10.0
<5.0
63.6
<5.0
63.6
<0.52
<0.50
0.19
1 109
<1.0
<0.10
<1.0
<0.0080
12/19/2019
9.98
5.30
6.85
125.6
13.8
<10.0
<5.0
<1.0
<5.0
<5.0
105
<0.20
31.4
<10.0
<5.0
67.4
<5.0
67.4
<0.52
<0.50
0.17
115
<1.0
<0.10
<1.0
<0.0080
1/28/2020
12.80
6.40
6.80
120.1
13.9
<10.0
<5.0
<1.0
<5.0
<5.0
112
1 0.33
23.0
<10.0
<5.0
65.2
<5.0
65.2
<0.52
<0.50
0.16
93.0
<1.0
<0.10
I <1.0
<0.0080
2/26/2020
4.29
6.75
6.69
133.4
13.8
<10.0
<5.0
<1.0
<5.0
<5.0
98.4
<0.20
5.9
<10.0
<5.0
71.9
<5.0
71.9
<0.52
<0.50
0.16
75.0
<1.0
<0.10
<1.0
<0.0080
8/7/2018
13.20
5.94
7.21
187.7
17.6
<10.0
5.5
<1.0
1 6.9
<5.0
NS
NS
NS
<10.0
1 <5.0
93.8
<5.0
93.8
<0.52
1 <0.50
0.26
132
1.7
0.16
1.2
<0.0080
3/27/2019
NM
NM
NM
NM
NM
<10.0
<5.0
<1.0
<5.0
<5.0
184
NS
63.9
<10.0
<5.0
100
<5.0
100
<0.52
<0.50
0.31
137
1.6
0.12
1.1
<0.0080
4/26/2019
1.17
4.93
6.85
165.4
14.4
<10.0
<5.0
<1.0
<5.0
<5.0
161
<0.20
<5.0
<10.0
<5.0
92.6
<5.0
92.6
1.0
0.75
0.27
1 155
1.5
<0.10
<1.0
<0.0080
6/26/2019
3.69
4.08
6.93
181.3
16.4
<10.0
<5.0
<1.0
<5.0
<5.0
163
<0.20
49.3
<10.0
<5.0
100.00
<5.0
100.00
<0.52
<0.50
0.29
117.00
1.60
<0.10
1.00
<0.0080
7/23/2019
6.37
4.58
6.93
176.8
16.8
<10.0
<5.0
<1.0
<5.0
<5.0
145
1 NS
50.1
<10.0
<5.0
93.6
<5.0
93.6
<0.52
<0.50
0.27
101
1.7
<0.10
1 1.0
<0.0080
8/22/2019
2.68
4.48
6.84
172.3
16.2
<10.0
<5.0
<1.0
<5.0
<5.0
154
<0.20
6.9
<10.0
<5.0
90.4
<5.0
90.4
<0.52
<0.50
0.27
122
1.9
<0.10
1.0
<0.0080
OW-1 D
9/25/2019
4.36
4.22
6.19
167.5
15.9
<10.0
1 <5.0
<1.0
1 <5.0
<5.0
158
<0.20
22.0
1 <10.0
<5.0
94.7
<5.0
94.7
<0.52
1 <0.50
0.31
130
1.8
<0.10
<1.0
<0.0080
10/30/2019
5.69
5.34
6.93
171.6
15.6
<10.0
<5.0
<1.0
<5.0
<5.0
166
<0.20
8.0
<10.0
<5.0
87.2
<5.0
1 87.2
<0.52
<0.50
0.30
120
1.7
<0.10
<1.0
<0.0080
11/21/2019
2.18
2.98
6.95
180.1
15.4
<10.0
<5.0
<1.0
<5.0
5.5
163
<0.20
5.1
<10.0
<5.0
94.2
<5.0
94.2
<0.52
<0.50
0.30
1 132
1.7
<0.10
<1.0
1 <0.0080
12/19/2019
2.31
4.50
6.87
172.3
14.2
<10.0
<5.0
<1.0
<5.0
<5.0
172
<0.20
9.7
<10.0
<5.0
92.3
<5.0
92.3
<0.52
<0.50
0.30
130
1.8
<0.10
<1.0
<0.0080
1/29/2020
13.0
4.43
7.03
162.9
12.0
<10.0
<5.0
<1.0
<5.0
30.1
1 162
<0.20
6.2
<10.0
<5.0
90.7
<5.0
90.7
<0.52
<0.50
0.27
92.0
1.6
<0.10
<1.0
<0.0080
2/27/2020
8.10
4.12
6.75
170.1
12.7
<10.0
<5.0
<1.0
<5.0
22.5
152
<0.20
5.6
<10.0
<5.0
90.4
<5.0
90.4
<0.52
<0.50
0.29
101
1.8
<0.10
<1.0
<0.0080
8/8/2018
49.4
5.68
6.42
113.8
18.9
<10.0
9.7
<1.0
<5.0
<5.0
NS
NS
NS
<10.0
<5.0
56.1
<5.0
56.1
<0.52
<0.50
0.094
123
1.3
<0.10
<1.0
<0.0080
3/27/2019
NM
NM
NM
NM
NM
<10.0
<5.0
<1.0
<5.0
<5.0
36.7
NS
8.1
<10.0
<5.0
61.1
<5.0
61.1
<0.52
<0.50
0.097
114
<1.0
<0.10
<1.0
<0.0080
4/26/2019
9.26
5.18
6.54
113.8
16.0
<10.0
5.8
<1.0
<5.0
<5.0
38.3
<0.20
19.3
<10.0
<5.0
61.9
<5.0
61.9
0.72
0.63
0.092
139
1.0
<0.10
<1.0
<0.0080
6/25/2019
6.34
4.92
6.70
114.8
18.3
<10.0
9.70
<1.0
<5.0
<5.0
37.2
<0.20
37.9
<10.0
<5.0
62.30
<5.0
62.30
<0.52
<0.50
0.091
99.00
1.30
0.10
<1.0
<0.0080
7/24/2019
28.30
5.47
6.73
114.0
17.7
<10.0
5.1
<1.0
<5.0
<5.0
30.5
NS
17.5
<10.0
<5.0
58.3
<5.0
58.3
<0.52
<0.50
0.082
84.0
1.0
<0.10
<1.0
<0.0080
OW-2S
8/21/2019
45.0
4.93
6.45
116.1
20.5
<10.0
14.1
<1.0
<5.0
<5.0
40.4
<0.20
65.5
<10.0
<5.0
58.3
<5.0
58.3
<0.52
<0.50
<0.087
107
1.2
0.12
<1.0
<0.0080
9/25/2019
9.02
4.65
6.12
11.2
18.0
<10.0
<5.0
<1.0
<5.0
<5.0
33.7
<0.20
15.4
<10.0
<5.0
62.0
<5.0
62.0
<0.52
<0.50
0.087
106
1.1
<0.10
<1.0
<0.0080
10/29/2019
9.86
6.38
6.56
114.8
18.3
<10.0
<5.0
<1.0
<5.0
<5.0
37.1
<0.20
11.1
<10.0
<5.0
55.9
<5.0
55.9
<0.52
<0.50
0.100
99.0
<1.0
<0.10
<1.0
<0.0080
11/21/2019
64.6
7.41
6.67
119.9
18.6
<10.0
7.8
<1.0
<5.0
<5.0
44.7
<0.20
38.1
<10.0
<5.0
62.8
<5.0
62.8
<0.52
<0.50
0.094
118
1.0
<0.10
<1.0
<0.0080
12/18/2019
9.95
4.87
6.47
115.8
16.9
<10.0
8.7
<1.0
<5.0
<5.0
43.0
<0.20
51.2
<10.0
<5.0
60.3
<5.0
60.3
<0.52
<0.50
0.073
116
1.1
<0.10
<1.0
<0.0080
1/28/2020
7.52
5.82
6.65
109.3
16.0
<10.0
<5.0
<1.0
<5.0
<5.0
38.8
<0.20
10.3
<10.0
<5.0
58.7
<5.0
58.7
<0.52
<0.50
0.089
91.0
1.0
<0.10
<1.0
<0.0080
2/26/2020
8.30
5.03
6.21
115.0
15.6
<10.0
<5.0
<1.0
<5.0
<5.0
38.7
<0.20
12.4
<10.0
<5.0
58.3
<5.0
1 58.3
<0.52
<0.50
0.086
87.0
1.1
<0.10
<1.0
<0.0080

TABLE 3
SUMMARY OF GROUNDWATER QUALITY DATA
PIEDMONT LITHIUM, INC.
GASTON COUNTY, NORTH CAROLINA
Field Measurements
Alkalinity
Nitrogen
Location
Date
Turbidity
(NTU)
DO
(mg/L)
pH (SU)
Specific
Conductivity (PS/cm)
Temperature
(°C)
Arsenic
(ug/L)
Barium
(ug/L)
Cadmium
(ug/L)
Chromium
(ug/L)
Lead
(ug/L)
Lithium
(ug/L)
Mercury
(ug/L)
Manganese
(ug/L)
Selenium
(ug/L)
Silver
(ug/L)
Bicarbonate
( (mg L)
Carbonate
( (mg L)
Total
(mg L)
Total
�mgg)
Total
Keldahl
Nitrogen
Nitrogen,
N (mg/L)
Total Dissolved
Solids (mg/L)
Chloride
(mg/L)
Fluoride
(mg/L)
Sulfate
(mg/L)
Cyanide
(mg/L)
8/8/2018
2.63
9.09
7.56
173.5
17.3
<10.0
<5.0
<1.0
<5.0
<5.0
NS
NS
NS
<10.0
<5.0
89.1
<5.0
89.1
<0.52
<0.50
0.1
128.0
1.1
0.1
<1.0
<0.0080
3/27/2019
NM
NM
NM
NM
NM
<10.0
<5.0
<1.0
<5.0
<5.0
108.0
NS
7.8
<10.0
<5.0
89.2
<5.0
89.2
<0.52
<0.50
0.2
125.0
1.1
<0.10
<1.0
<0.0080
4/26/2019
0.96
5.14
1 7.28
166.2
15.7
<10.0
1 <5.0
<1.0
<5.0
1 <5.0
100.0
1 <0.20
<5.0
<10.0
1 <5.0
93.3
<5.0
1 93.3
<0.52
1 <0.50
0.2
139.0
1.1
<0.10
<1.0
<0.0080
6/25/2019
1.47
4.69
7.16
163.1
16.5
<10.0
<5.0
<1.0
<5.0
<5.0
92.5
<0.20
<5.0
<10.0
<5.0
91.3
<5.0
91.3
<0.52
<0.50
0.2
119.0
1.1
<0.10
<1.0
<0.0080
7/24/2019
1.75
5.12
7.21
164.4
16.8
<10.0
<5.0
<1.0
<5.0
<5.0
90.2
NS
18.5
<10.0
<5.0
88.9
<5.0
88.9
<0.52
<0.50
0.14
106
1.1
<0.10
<1.0
<0.0080
8/21/2019
3.88
5.10
7.09
165.2
19.8
<10.0
<5.0
<1.0
<5.0
<5.0
102.0
<0.20
9.8
<10.0
<5.0
86.2
<5.0
86.2
<0.52
<0.50
0.14
113
1.3
0.1
<1.0
<0.0080
OW-21D
9/25/2019
0.84
4.93
6.41
161.5
17.0
<10.0
<5.0
<1.0
<5.0
<5.0
96.4
<0.20
<5.0
<10.0
<5.0
93.0
<5.0
93.0
<0.52
<0.50
0.14
109
1.1
<0.10
<1.0
<0.0080
10/29/2019
0.81
6.05
7.19
164
17
<10.0
<5.0
<1.0
<5.0
<5.0
102
<0.20
<5.0
<10.0
<5.0
85.1
<5.0
85.1
<0.52
<0.50
0.14
117
1.1
<0.10
<1.0
<0.0080
11/21/2019
2.83
5.24
7.77
165.5
15.6
<10.0
<5.0
<1.0
<5.0
<5.0
107
<0.20
5.8
<10.0
<5.0
88.4
<5.0
88.4
<0.52
<0.50
0.15
122
1.1
<0.10
<1.0
<0.0080
12/18/2019
0.54
4.54
7.16
166.6
15.3
<10.0
<5.0
<1.0
<5.0
<5.0
109
<0.20
<5.0
<10.0
<5.0
89.5
<5.0
89.5
<0.52
<0.50
0.14
111
1.1
<0.10
<1.0
<0.0080
1/29/2020
0.39
5.72
7.22
158.1
14.6
<10.0
<5.0
<1.0
<5.0
<5.0
110
0.28
<5.0
<10.0
<5.0
88.3
<5.0
88.3
<0.52
<0.50
0.14
107
1.1
<0.10
<1.0
<0.0080
2/26/2020
0.49
5.25
7.31
167.0
15.0
<10.0
<5.0
<1.0
<5.0
<5.0
97.4
<0.20
<5.0
<10.0
<5.0
90.4
<5.0
90.4
<0.52
<0.50
0.13
102
1.1
<0.10
<1.0
<0.0080
8/9/2018
1.83
5.49
6.56
166.0
16.8
<10.0
<5.0
<1.0
<5.0
<5.0
NS
NS
NS
<10.0
<5.0
82.5
<5.0
82.5
<0.52
<0.50
0.3
121.0
1.7
<0.10
<1.0
<0.0080
3/27/2019
NM
NM
NM
NM
NM
26.0
<5.0
<1.0
<5.0
<5.0
1060
NS
17.1
<10.0
<5.0
72.4
<5.0
72.4
<0.52
<0.50
<0.040
110.0
1.3
2.3
8.7
<0.0080
4/25/2019
0.28
0.19
8.66
158.1
15.5
20.5
<5.0
<1.0
<5.0
<5.0
1000
<0.20
9.2
<10.0
<5.0
68.8
<5.0
68.8
0.6
0.6
<0.040
122.0
1.2
2.5
8.9
<0.0080
6/26/2019
0.28
0.36
8.54
150.5
15.9
13.0
<5.0
<1.0
<5.0
<5.0
1070
<0.20
6.4
<10.0
<5.0
64.0
<5.0
64.0
<0.52
<0.50
<0.040
101.0
1.2
2.8
8.8
<0.0080
7/23/2019
0.26
0.47
8.69
147.0
18.8
10.2
<5.0
<1.0
<5.0
<5.0
1100
NS
6.2
<10.0
<5.0
60
<5.0
60
<0.52
<0.50
<0.040
74.0
1.3
2.9
8.7
<0.0080
8/22/2019
0.23
0.33
8.62
151.5
18.2
<10.0
<5.0
<1.0
<5.0
<5.0
1190
<0.20
5.8
<10.0
<5.0
62.2
<5.0
62.2
<0.52
<0.50
<0.040
87.0
1.4
3.1
10.0
<0.0080
PW-1
9/25/2019
1.36
0.97
7.63
144.5
16.4
<10.0
<5.0
<1.0
<5.0
<5.0
1220
<0.20
6.5
<10.0
<5.0
64.1
<5.0
64.1
<0.52
<0.50
<0.040
110
1.3
2.7
9.1
<0.0080
10/29/2019
0.17
0.24
8.75
152.6
16.1
<10.0
<5.0
<1.0
<5.0
<5.0
1220
<0.20
5.3
<10.0
<5.0
60.7
<5.0
60.7
<0.52
<0.50
<0.040
102
1.2
2.8
9.7
<0.0080
11/20/2019
0.67
0.38
8.64
156.0
15.6
<10.0
<5.0
<1.0
<5.0
<5.0
1370
<0.20
5.1
<10.0
<5.0
62.5
<5.0
62.5
<0.52
<0.50
<0.040
115
1.3
2.9
9.4
<0.0080
12/18/2019
0.38
0.14
8.66
157.0
14.7
<10.0
<5.0
<1.0
<5.0
<5.0
1350
<0.20
5.2
<10.0
<5.0
66.2
<5.0
66.2
<0.52
<0.50
<0.040
97.0
1.2
2.4
8.9
<0.0080
1/29/2020
0.20
2.40
8.66
150.0
13.7
<10.0
<5.0
<1.0
<5.0
<5.0
1320
0.27
5.0
<10.0
<5.0
65.9
<5.0
65.9
<0.52
<0.50
<0.040
98.0
1.2
2.8
9.7
0.010
2/27/2020
0.38
0.77
8.69
157.7
13.6
<10.0
<5.0
<1.0
<5.0
<5.0
1210
<0.20
5.2
<10.0
<5.0
69.9
<5.0
69.9
<0.52
<0.50
<0.040
74.0
1.2
2.6
9.2
<0.0080
NCAC 2L Standards
--
--
6.5-8.5
--
I
10
700
2
10
15
--
--
50
20
20
--
--
--
--
--
11
--
250
2
250
70
Notes:
NTU - nephelometric turbidity units
mg/L - miligrams per liter
SU - standard units
pS/cm - microsiemens per centimeter
NM - not measured
NS - not sampled
-- - no established NCAC 2L Standard for analyte
8.75 - Result is above NCAC 2L Standards
Sample diluted due to the presence of high levels of non -target analytes or other matrix interference
Aluminum, Antimony, Beryllium, Calcium, Copper, Iron, Potassium, Sodium, Thallium and Zinc were analyzed in August 2018; Refer to Technical Memorandum from March 1, 2019

TABLE 4
SUMMARY OF SURFACE WATER QUALITY DATA
PIEDMONT LITHIUM, INC.
GASTON COUNTY, NORTH CAROLINA
Field Measurements
Metals
Alkalinity
Chlorophyll & Pheopytin
Nitrogen
Location
Date
Total
Preci itation
P
in Past72
Hours
Turbidity
(NTU)
DO
(mg/L)
pH
Specific
Conductivity
(�/cm)
ORP
(mv)
Temperature
(°C)
Arsenic
(pg/L)
Barium
(pg/L)
Cadmium
(pg/L)
Chromium
(pg/L)
Lead
(pg/L)
Lithium
(pg/L)
Manganese
(pg/L)
Selenium
(pg/L)
Silver
(pg/L)
Mercury
(pg/L)
Bicarbonate
(CaCO3)
(mg/L)
Carbonate
(CaCO3)
(mg/L)
Total
CaCO3
(mg/L)
Chlorophyll a
(mg/m^3)
Chlorophyll b
(mg/m^3)
Chlorophyll c
(mg/m^3)
Chlorophyll a
(Corrected)
(mg/m^3)
Pheophytin
(mg/m^3)
Total
Nitrogen
(mg/L)
Nitrogen,
Ammonia
(mg/L)
Total
Kjeldahl
Nitrogen
(mg/L)
Nitrogen,
NO2+NO3
(mg/L)
Total
Suspended
Solids
(mg/L)
Total
Dissolved
Solids
(mg/L)
Chloride
(mg/L)
Fluoride
(mg/L)
Sulfate
(mg/L)
Phosphorus
(mg/L)
Cyanide
(mg/L)
2/14/2019
0.72
8.52
15.55
6.17
61.3
298.1
6.1
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
10.4
<7.7
<7.7
<7.7
14.9
NS
<0.10
NS
NS
4.1
NM
NM
NM
NM
<0.050
NM
3/21/2019
0.00
NM
12.50
6.55
147.8
179.7
9.8
<10.0
12.4
<1.0
<5.0
<5.0
10.8
24.9
<10.0
<5.0
<0.20
21.7
<5.0
21.7
<5.0
<5.0
<5.0
<5.0
72.2
0.79
<0.10
<0.50
0.53
4.4
52.0
3.5
<0.10
2.6
<0.050
<0.0080
4/23/2019
1.69
10.30
9.82
7.31
68.5
41.3
13.6
<10.0
17.3
<1.0
<5.0
<5.0
12.4
44
<10.0
<5.0
<0.20
22.7
<5.0
22.7
<5.0
<5.0
<5.0
<5.0
<5.0
0.87
<0.10
<0.50
0.56
7.9
80
3.4
<0.10
2.6
<0.050
<0.0080
5/23/2019
0.00
NM
8.24
7.40
69.7
35.5
18.6
<10.0
15.3
<1.0
<5.0
<5.0
17.8
47
<10.0
<5.0
<0.20
21.2
<5.0
21.2
<5.0
<5.0
<5.0
<5.0
<5.0
1.10
<0.10
<0.50
0.65
9.0
71.0
3.8
<0.10
1.7
0.06
<0.0080
6/13/2019
1.11
15.4
15.16
8.67
70.6
121.8
17.1
<10.0
16.3
<1.0
<5.0
<5.0
15.2
42.9
<10.0
<5.0
<0.20
22.7
<5.0
22.7
5.2
<5.0
<5.0
<5.0
<5.0
0.83
<0.10
<0.50
0.53
4.9
59.0
3.7
<0.10
2.0
<0.050
<0.0080
7/2/2019
0.02
9.8
7.89
6.99
76.6
-61.9
21.5
<10.0
15.0
<1.0
<5.0
<5.0
16.9
52.0
<10.0
<5.0
<0.20
27.2
<5.0
27.2
<5.2
<5.2
<5.2
<5.2
7.7
1.0
<0.10
<0.50
0.64
6.2
51.0
3.7
<0.10
1.5
0.054
<0.0080
Site-1
8/20/2019
0.00
21.3
1 7.55
7.57
72.2
24.0
21.9
<10.0
17.3
<1.0
<5.0
<5.0
16.6
75.2
<10.0
<5.0
<0.20
26.9
<5.0
26.9
3.1
NM
NM
NM
<2.0
0.85
<0.10
<0.50
0.42
12.7
80.0
1 3.2
<0.10
2.1
0.083
<0.0080
9/23/2019
0.00
6.3
7.59
7.37
71.0
47.0
18.0
<10.0
11.2
<1.0
<5.0
<5.0
25.0
49.7
<10.0
<5.0
<0.20
31.5
<5.0
31.5
<2.0
NM
NM
NM
<2.0
<0.52
<0.10
<0.50
0.36
3.0
65.0
3.6
<0.10
1.0
0.054
<0.0080
10/21/2019
1.56
8.22
9.29
7.11
70.4
134.7
14.1
<10.0
11.8
<1.0
<5.0
<5.0
17.5
41.1
<10.0
<5.0
<0.20
1 26.0
<5.0
26.0
<2.0
NM
NM
NM
<2.0
<0.52
<0.10
<0.50
1 0.32
4.6
73.0
4.0
<0.10
1.9
0.069
<0.0080
11/19/2019
0.03
3.22
10.97
7.50
1 74.7
36.5
1 9.1
<10.0
1 11.4
<1.0
1 <5.0
<5.0
19.3
28.4
<10.0
1 <5.0
NM
28.9
<5.0
28.9
2.1
1 NM
NM
NM
<2.0
0.56
<0.10
<0.50
0.33
<2.5
65
4.2
<0.10
1.6
<0.050
<0.0080
12/16/2019
1.60
12.1
10.72
7.01
70.8
-145.6
8.2
<10.0
16.6
<1.0
<5.0
<5.0
13.4
45.1
<10.0
<5.0
<0.20
21.4
<5.0
21.4
<2.0
NM
NM
NM
<2.0
1.0
<0.10
<0.50
0.68
5.8
78.0
3.9
<0.10
3.6
0.055
<0.0080
1/27/2020
1.22
11.50
13.05
7.83
61.3
103.5
6.9
<10.0
16.1
<1.0
<5.0
<5.0
11.3
31.1
<10.0
<5.0
<0.20
19.4
<5.0
19.4
4.7
NM
NM
NM
<2.0
0.96
<0.10
<0.50
0.65
6.9
42
3.6
<0.10
3.4
<0.050
<0.0080
2/14/2019
0.72
7.91
19.04
6.59
55.8
251.7
7
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
<5.0
<5.0
<5.0
<5.0
66.5
NS
<0.10
NS
NS
<2.5
NM
NM
NM
NM
<0.050
NM
3/21/2019
0.00
NM
1 12.19
6.93
145.6
108.9
10.6
<10.0
11.0
<1.0
<5.0
<5.0
26.3
13.1
<10.0
<5.0
<0.20
23.1
<5.0
23.1
<5.0
<5.0
<5.0
<5.0
88.0
0.58
<0.10
<0.50
0.39
4.3
57.0
2.7
<0.10
1 1.2
<0.050
<0.0080
4/23/2019
1 1.69
9.40
10.70
7.21
64.4
7.5
13.5
<10.0
15.7
<1.0
<5.0
<5.0
32.2
29.4
<10.0
<5.0
<0.20
25
<5.0
25
<5.0
<5.0
<5.0
<5.0
1 <5.0
0.72
<0.10
<0.50
0.47
5.5
107
2.7
<0.10
1.2
0.051
<0.0080
5/23/2019
0.00
NM
8.11
7.15
65.9
36.4
17.7
<10.0
18.1
<1.0
<5.0
<5.0
37.5
28.4
<10.0
<5.0
<0.20
23.4
<5.0
23.4
<5.0
<5.0
<5.0
<5.0
7.0
0.91
<0.10
<0.50
0.54
9.1
85.0
2.7
<0.10
<1.0
0.066
<0.0080
6/13/2019
1.11
13.3
15.96
8.07
63.9
1 46.0
16.5
<10.0
15.8
1 <1.0
<5.0
<5.0
35.8
24.8
1 <10.0
<5.0
<0.20
23.2
<5.0
23.2
<5.0
<5.0
<5.0
<5.0
<5.0
0.71
<0.10
<0.50
0.44
4.1
58.0
2.8
<0.10
1.2
<0.050
<0.0080
7/2/2019
0.02
12.1
8.09
6.62
68.1
-52.0
19.8
<10.0
15.0
<1.0
<5.0
<5.0
38.2
27.2
<10.0
<5.0
<0.20
27.0
<5.0
27.0
<5.0
<5.0
<5.0
<5.0
<5.0
0.86
<0.10
<0.50
0.51
7.9
42.0
2.5
<0.10
<1.0
0.052
<0.0080
Site-2
8/20/2019
0.00
16.9
8.05
7.55
68.5
33.3
20.5
<10.0
18.3
<1.0
<5.0
<5.0
37.9
36.2
<10.0
<5.0
<0.20
28.4
<5.0
28.4
2.8
NM
NM
NM
<2.0
0.57
<0.10
<0.50
0.32
11.6
84.0
2.5
<0.10
<1.0
0.072
<0.0080
9/23/2019
0.00
4.51
7.61
7.21
61.5
49.3
16.9
<10.0
12.4
<1.0
<5.0
<5.0
45.9
20.0
<10.0
<5.0
<0.20
30.0
<5.0
30.0
<2.0
NM
NM
NM
<2.0
<0.52
<0.10
<0.50
0.25
2.8
63.0
2.2
<0.10
<1.0
<0.050
<0.0080
10/21/2019
1.56
9.83
1 9.81
7.57
56.4
109.6
14.0
<10.0
12.9
<1.0
<5.0
<5.0
39.5
9.9
<10.0
<5.0
<0.20
28.4
1 <5.0
28.4
<2.0
NM
NM
NM
<2.0
<0.52
<0.10
<0.50
0.28
2.8
53.0
2.6
<0.10
1.1
0.054
<0.0080
11/19/2019
0.03
4.15
10.46
7.26
66.1
41.2
9.8
<10.0
14.0
<1.0
<5.0
<5.0
40.8
6.5
<10.0
<5.01
NM
28.9
<5.0
28.9
<2.0
1 NM
NM
NM
<2.0
<0.52
<0.10
<0.50
0.24
3.1
57.0
2.7
<0.10
<1.0
<0.050
<0.0080
12/16/2019
1.60
7.93
10.09
7.12
1 63.6
-173.2
9.4
<10.0
1 14.2
<1.0
<5.0
<5.0
37.6
11.7
<10.0
<5.0
<0.20
22.9
<5.0
22.9
<2.0
NM
NM
NM
<2.0
0.89
1 <0.10
<0.50
0.65
3.1
72.0
3
<0.10
1.5
0.056
<0.0080
1/27/2020
1.22
7.51
12.48
7.54
57.4
88.4
1 7.5
<10.0
17.6
<1.0
I <5.0
<5.0
32.0
13.7
<10.0
<5.0
<0.20
22.4
<5.0
22.4
<2.0
NM
NM
NM
<2.0
0.82
<0.10
<0.50
0.63
3.2
42.0
2.8
<0.10
1.4
<0.050
<0.0080
2/14/2019
0.72
9.89
26.75
7.05
61.1
221.7
6.5
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
10.5
<5.0
<5.0
<5.0
15.7
NS
<0.10
NS
NS
5.6
NM
NM
NM
NM
<0.050
NM
3/21/2019
0.00
NM
11.80
6.97
151.3
132.2
10.2
<10.0
12.1
<1.0
<5.0
<5.0
10.2
27.3
<10.0
<5.0
<0.20
21.5
<5.0
21.5
<5.0
<5.0
<5.0
<5.0
91.0
0.86
<0.10
<0.50
0.53
4.8
57.0
3.5
<0.10
2.7
<0.050
<0.0080
4/23/2019
1.69
10.8
9.60
6.92
68.0
45.2
13.9
<10.0
170.0
<1.0
<5.0
<5.0
12.4
53.4
<10.0
<5.0
<0.20
22.9
<5.0
1 22.9
<5.0
<5.0
<5.0
<5.0
<5.0
0.92
<0.10
<0.50
1 0.57
12.3
120
3.4
<0.10
2.7
<0.050
<0.0080
5/23/2019
1 0.00
NM
1 7.65
6.94
69.3
34.2
18.9
<10.0
22.5
<1.0
<5.0
<5.0
19.2
161.0
<10.0
1 <5.0
<0.20
21.7
<5.0
21.7
<5.0
<5.0
<5.0
<5.0
23.5
2.20
<0.10
1.5
0.66
27.9
74.0
3.7
<0.10
1.7
1 0.089
<0.0080
6/13/2019
1.11
13.4
15.96
8.07
63.9
46.0
16.5
<10.0
16.6
<1.0
<5.0
<5.0
13.9
49.3
<10.0
<5.0
<0.20
23.3
<5.0
23.3
<5.0
1 <5.0
<5.0
<5.0
<5.0
0.80
<0.10
<0.50
0.55
5.9
59.0
3.9
<0.10
2.3
<0.50
<0.0080
7/2/2019
0.02
8.15
6.83
7.04
77.0
-79.8
21.4
<10.0
14.5
<1.0
<5.0
<5.0
17.0
55.3
<10.0
<5.0
<0.20
26.5
<5.0
26.5
<5.3
<5.3
<5.3
<5.3
7.1
1.10
<0.10
<0.50
0.64
4.9
61.0
3.7
<0.10
1.4
0.055
<0.0080
Site-3
8/20/2019
0.00
12.2
7.90
7.37
73.3
38.3
1 21.9
<10.0
19.4
<1.0
<5.0
<5.0
17.0
112
<10.0
<5.0
<0.20
28.2
<5.0
28.2
4.5
NM
NM
NM
4.9
0.83
<0.10
<0.50
0.44
56.6
69.0
3.5
<0.10
1.6
0.087
<0.0080
9/23/2019
0.00
7.4
7.19
7.14
70.1
52.8
17.7
<10.0
10.9
<1.0
<5.0
<5.0
22.9
51.8
<10.0
<5.0
<0.20
30.5
<5.0
30.5
<2.0
NM
NM
NM
<2.0
0.61
<0.10
<0.50
0.39
<2.5
70.0
3.5
<0.10
1.2
0.051
<0.0080
10/21/2019
1.56
10.5
8.27
7.23
72.5
110.8
14.2
<10.0
11.6
<1.0
<5.0
<5.0
17.4
36.6
<10.0
<5.0
<0.20
26.7
<5.0
26.7
<2.0
NM
NM
NM
<2.0
0.71
<0.10
<0.50
0.32
1 8.1
54.0
4.2
<0.10
1.8
0.059
<0.0080
11/19/2019
0.03
3.98
9.58
7.47
75.2
34.6
9.4
<10.0
12.1
<1.0
<5.0
<5.0
17.9
34.2
<10.0
<5.01
NM
28.5
1 <5.0
28.5
2.0
NM
NM
NM
<2.0
0.6
<0.10
<0.50
0.33
<2.5
1 68.0
5.5
<0.10
2.3
<0.050
<0.0080
12/16/2019
1.60
12.8
1 10.83
7.07
71.2
-160.6
8.6
<10.0
16.2
<1.0
<5.0
<5.0
12.5
43.4
<10.0
<5.0
<0.20
20.6
<5.0
20.6
3.6
NM
NM
NM
<2.0
1.1
<0.10
<0.50
0.69
7.1
76.0
4
<0.10
3.6
1 0.052
<0.0080
1/27/2020
1.22
11.1
13.34
7.39
61.3
98.2
7.1
<10.0
17.5
<1.0
<5.0
<5.0
11.1
35.0
<10.0
<5.0
<0.20
19.3
<5.0
19.3
4.7
NM
NM
NM
<2.0
1.0
1 <0.10
<0.50
0.68
6.2
47.0
3.7
<0.10
3.5
0.051
<0.0080
2/14/2019
0.72
7.06
14.10
6.73
67.8
232.8
7.0
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
16.0
<5.0
<5.0
<5.0
64.4
NS
<0.10
NS
NS
4.8
NM
NM
NM
NM
<0.050
NM
3/21/2019
0.00
NM
12.80
7.03
156.5
119.51
10.6
<10.0
13.7
<1.0
<5.0
<5.0
8.7
21.2
<10.0
<5.0
<0.20
24.8
<5.0
24.8
7.9
<5.9
<5.9
<5.9
107
0.90
<0.10
<0.50
0.54
5.4
66.0
3.6
<0.10
2.9
<0.050
<0.0080
4/23/2019
1.69
9.91
10.10
6.83
74.7
66.3
14.4
<10.0
20.3
<1.0
<5.0
<5.0
10.1
39.1
<10.0
<5.0
<0.20
25.9
<5.0
25.9
<5.0
<5.0
<5.0
<5.0
20.5
0.95
<0.10
<0.50
0.61
8
75
3.4
<0.10
2.9
0.053
<0.0080
5/23/2019
0.00
NM
7.94
7.00
78.9
25.2
18.8
<10.0
17.8
<1.0
<5.0
<5.0
14.3
37.0
<10.0
1 <5.0
<0.20
28.0
<5.0
28.0
<5.0
<5.0
<5.0
<5.0
19.4
1.2
<0.10
<0.50
0.78
5.8
875
3.6
<0.10
1.9
0.064
<0.0080
6/13/2019
1 1.11
11.60
7.79
7.34
78.5
88.9
17.4
<10.0
20.2
<1.0
<5.0
<5.0
12.0
36.0
<10.0
<5.0
<0.20
27.2
<5.0
27.2
<5.0
<5.0
<5.0
<5.0
<5.0
0.87
<0.10
<0.50
0.58
4.6
76.0
3.8
<0.10
2.4
<0.050
<0.0080
7/2/2019
0.02
11.4
7.54
7.00
82.9
-84.1
21.7
<10.0
17.5
<1.0
<5.0
<5.0
14.3
50.2
<10.0
<5.0
<0.20
30.1
<5.0
30.1
5.7
<5.3
<5.3
<5.3
9.1
1.20
<0.10
<0.50
0.73
7.0
70.0
3.7
<0.10
1.6
0.07
<0.0080
Site 4
8/20/2019
0.00
9.79
8.53
7.34
80.6
33.3
22.0
<10.0
20.1
1 <1.0
<5.0
1 <5.0
13.0
57.3
<10.0
<5.0
<0.20
31.9
<5.0
31.9
7.1
NM
NM
NM
<2.0
0.81
<0.10
<0.50
0.48
10.7
78.0
3.6
<0.10
1.9
0.11
<0.0080
9/23/2019
0.00
3.54
7.65
6.93
81.6
57.6
18.1
<10.0
12.6
<1.0
<5.0
<5.0
20.6
32.7
<10.0
<5.0
<0.20
35.1
<5.0
35.1
<2.0
NM
NM
NM
<2.0
0.77
<0.10
<0.50
0.57
<2.5
72.0
3.7
<0.10
1.3
0.073
<0.0080
10/21/2019
1.56
4.34
8.83
6.74
70.7
102.E
14.4
<10.0
13.4
<1.0
<5.0
<5.0
14.4
23.4
<10.0
<5.0
<0.20
30.4
<5.0
30.4
<2.0
NM
NM
NM
<2.0
0.73
<0.10
<0.50
0.41
2.7
69.0
4.3
<0.10
2.3
0.066
<0.0080
11/19/2019
0.03
3.31
11.46
7.18
61.0
42.2
9.6
<10.0
13.8
<1.0
<5.0
<5.0
15.3
18.4
<10.0
<5.0
NM
33.8
<5.0
33.8
<2.0
NM
NM
NM
<2.0
0.68
<0.10
<0.50
0.38
<2.5
70.0
4.4
<0.10
1.7
0.055
<0.0080
12/16/2019
1.60
8.35
10.21
6.86
78.3
-205.7
9.0
<10.0
18.1
<1.0
<5.0
<5.0
10.3
36.0
<10.0
<5.0
<0.20
25.3
<5.0
25.3
3.3
NM
NM
NM
<2.0
1.1
<0.10
<0.50
0.72
6.7
73.0
4.1
<0.10
3.6
0.063
<0.0080
1/27/2020
1.22
9.99
13.18
6.91
67.6
104.4
7.5
<10.0
19.2
<1.0
<5.0
<5.0
9.9
27.7
<10.0
<5.0
<0.20
22.5
<5.0
22.5
6.7
1 NM
NM
NM
<2.0
1.1
<0.10
<0.50
0.70
7.7
55.0
3.7
<0.10
1 3.5
0.067
<0.0080
2/14/2019
0.72
10.22
1 14.41
6.32
50.7
190.9
6.8
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
6.6
<5.0
<5.0
<5.0
61.0
NS
<0.10
NS
NS
3.2
NM
NM
NM
NM
<0.050
NM
3/21/2019
0.00
NM
12.18
6.61
140.4
122.4
10.3
<10.0
9.4
<1.0
<5.0
<5.0
1 10.3
33.3
<10.0
<5.0
<0.20
13.7
<5.0
13.7
<6.4
<6.4
<6.4
<6.4
172
0.79
<0.10
<0.50
0.53
<3.3
48.0
3.6
<0.10
2.4
<0.050
<0.0080
4/23/2019
1.69
10.2
9.92
6.71
1 57.0
45.6
14.2
<10.0
13.1
<1.0
<5.0
<5.0
13.8
61.9
<10.0
<5.0
<0.20
15.3
<5.0
15.3
<5.0
<5.0
<5.0
<5.0
<5.0
0.84
<0.10
<0.50
0.55
4.8
102
3.5
<0.10
2.4
<0.050
<0.0080
5/23/2019
0.00
NM
7.43
7.01
52.1
38.9
1 18.8
<10.0
11.7
<1.0
<5.0
<5.0
18.2
58.9
<0.50
<0.40
<0.20
16.6
<5.0
16.6
<5.6
<5.6
<5.6
<5.6
12.9
0.98
<0.10
<0.50
0.57
7.7
160
3.6
<0.10
1.4
<0.050
<0.0080
6/13/2019
1.11
11.2
8.08
7.28
50.1
96.6
17.3
<10.0
11.2
<1.0
<5.0
<5.0
16.8
55.7
1 <10.0
<5.0
<0.20
15.6
<5.0
15.6
<5.0
<5.0
<5.0
<5.0
<5.0
0.80
<0.10
<0.050
0.54
5.0
47.0
4.0
<0.10
2.1
<0.050
<0.0080
7/2/2019
0.02
10.8
7.77
6.78
63.2
-66.7
21.5
<10.0
10.5
<1.0
<5.0
<5.0
19.4
65.1
<10.0
<5.0
<0.20
21.4
<5.0
21.4
<5.0
<5.0
<5.0
<5.0
<5.0
0.87
<0.10
<0.50
0.53
6.9
45.0
3.8
<0.10
1.2
<0.05
<0.0080
Site-5
8/20/2019
0.00
6.18
8.11
7.36
61.4
31.4
21.8
<10.0
10.9
<1.0
<5.0
<5.0
19.2
79.2
<10.0
<5.0
<0.20
23.0
1 <5.0
23.0
2.0
NM
NM
NM
<2.0
0.71
<0.10
<0.50
0.36
3.0
52.0
3.5
<0.10
<1.0
<0.050
<0.0080
9/23/2019
0.00
5.59
1 7.48
7.01
54.6
42.9
17.9
<10.0
8.0
<1.0
<5.0
<5.0
24.2
49.4
<10.0
<5.0
<0.20
23.1
<5.0
23.1
<2.0
NM
NM
NM
<2.0
0.53
<0.10
<0.50
0.22
4.3
55.0
3.5
<0.10
1.1
<0.050
1 <0.0080
10/21/2019
1.56
6.93
9.93
6.74
59.9
126.1
14.3
<10.0
8.9
<1.0
<5.0
1 <5.0
1 18.7
33.8
<10.0
<5.0
<0.20
21.5
<5.0
21.5
<2.0
NM
NM
NM
<2.0
<0.52
<0.10
<0.50
0.25
<2.5
45.0
4.2
<0.10
1.3
<0.050
<0.0080
11/19/2019
0.03
3.04
11.941
7.42
11 60.5
39.0
9.7
<10.0
8.9
<1.0
<5.0
<5.0
21.2
45.4
<10.0
<5.01
NM
21.7
<5.0
21.7
<2.0
NM
NM
NM
<2.0
<0.52
<0.10
<0.50
0.26
<2.5
54.0
4.1
<0.10
1.6
<0.050
<0.0080
12/16/2019
1.60
14.4
1 9.62
1 6.69
1 58.9
-199.7
8.7
<10.0
13.8
<1.0
<5.0
<5.0
14.1
51.0
<10.0
<5.0
<0.20
14.7
<5.0
14.7
<2.0
NM
NM
NM
<2.0
0.91
<0.10
<0.50
0.66
5.2
52.0
4.0
<0.10
3.7
<0.050
<0.0080
1/27/2020
1.22
13.5
13.13
7.12
46.3
99.7
7.2
<10.0
13.4
<1.0
<5.0
<5.0
12.6
43.4
<10.0
<5.0
<0.20
14.3
<5.0
14.3
<2.0
NM
NM
NM
<2.0
0.98
<0.10
<0.50
0.62
5.0
47.0
3.7
<0.10
3.3
<0.050
<0.0080

TABLE 4
SUMMARY OF SURFACE WATER QUALITY DATA
PIEDMONT LITHIUM, INC.
GASTON COUNTY, NORTH CAROLINA
Field Measurements
Metals
Alkalinity
Chlorophyll & Pheopytin
Nitrogen
Location
Date
Total
P
Preci st 72n
nPast72
Hours
Turbidity
(NTU)
DO
(mg/L)
pH
Specific
Conductivity
(/cm)
ORP
(mv)
Temperature
(°C)
Arsenic
(pg/L)
Barium
(pg/L)
Cadmium
(pg/L)
Chromium
(pg/L)
Lead
(pg/L)
Lithium
(pg/L)
Manganese
(pg/L)
Selenium
(pg/L)
Silver
(pg/L)
Mercury
(pg/L)
Bicarbonate
(CaCO3)
(mg/L)
Carbonate
(CaCO3)
(mg/L)
Total
CaCO3
(mg/L)
Chlorophyll a
(mg/m^3)
Chlorophyll b
(mg/m^3)
Chlorophyll c
(mg/m^3)
Chlorophyll a
(Corrected)
(mg/m^3)
Pheophytin
(mg/m^3)
Total
Nitrogen
(mg/L)
Nitrogen,
Ammonia
(mg/L)
Total
Kjeldahl
Nitrogen
(mg/L)
Nitrogen,
NO2+NO3
(mg/L)
Total
Suspended
Solids
(mg/L)
Total
Dissolved
Solids
(mg/L)
Chloride
(mg/L)
Fluoride
(mg/L)
Sulfate
(mg/L)
Phosphorus
(mg/L)
Cyanide
(mg/L)
2/14/2019
0.72
7.04
23.62
7.00
67.8
247.2
7.9
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
20.7
<5.0
<5.0
<5.0
52.1
NS
<0.10
NS
NS
5.6
NM
NM
NM
NM
<0.050
NM
3/21/2019
0.00
NM
12.43
6.82
157.1
148.8
11.0
<10.0
15.0
<1.0
<5.0
<5.0
7.5
24.0
<10.0
<5.0
<0.20
24.2
<5.0
24.2
8.9
<5.6
<5.6
<5.6
167
0.94
<0.10
<0.50
0.57
5.9
66.0
3.6
<0.10
2.9
<0.050
<0.0080
4/23/2019
1.69
10.1
9.62
7.05
74.5
80.8
16.1
<10.0
20.9
<1.0
<5.0
<5.0
8.3
43
<10.0
<5.0
<0.20
25.2
<5.0
25.2
<5.0
<5.0
<5.0
<5.0
<5.0
1
<0.10
<0.50
0.63
9.6
101
3.4
<0.10
3.0
0.058
<0.0080
5/23/2019
0.00
NM
7.35
7.04
76.1
26.3
19.2
<10.0
18.7
<1.0
<5.0
<5.0
12.0
54.7
<10.0
<5.0
<0.20
26.2
<5.0
26.2
<5.0
<5.0
<5.0
<5.0
<5.0
1.2
<0.10
<0.50
0.73
6.1
33.0
3.7
<0.10
2.0
0.068
<0.0080
6/13/2019
1.11
11.6
7.88
7.22
78.8
91.1
17.8
<10.0
20.0
<1.0
<5.0
<5.0
9.4
45.7
<10.0
<5.0
<0.20
26.0
<5.0
26.0
<5.0
<5.0
<5.0
<5.0
6.7
0.98
<0.10
<0.50
0.61
5.6
72.0
4.0
<0.10
2.4
<0.050
<0.0080
7/2/2019
0.02
13.8
6.23
7.08
82.6
-85.6
21.9
<10.0
18.7
<1.0
<5.0
<5.0
10.7
73.0
<10.0
<5.0
<0.20
29.4
<5.0
29.4
9.5
<5.0
<5.0
<5.0
5.7
1.40
<0.10
0.63
0.73
8.9
60.0
3.8
<0.10
1.6
0.081
<0.0080
Site-6
8/20/2019
0.00
11.0
1 8.59
7.32
84.9
34.9
22.0
<10.0
19.9
<1.0
<5.0
<5.0
10.8
70.9
<10.0
<5.0
<0.20
33.7
<5.0
33.7
7.6
NM
NM
NM
<2.0
0.93
<0.10
<0.50
0.51
8.4
79.0
3.7
1 <0.10
1.8
0.081
<0.0080
9/23/2019
0.00
4.66
7.29
7.17
80.1
45.9
18.1
<10.0
12.7
<1.0
<5.0
<5.0
15.0
58.4
<10.0
<5.0
<0.20
34.3
<5.0
34.3
<2.0
NM
NM
NM
<2.0
0.89
<0.10
<0.50
0.56
<2.5
79.0
3.7
<0.10
1.3
0.075
<0.0080
10/21/2019
1.56
7.87
8.06
6.82
79.0
98.8
14.9
<10.0
1 15.8
<1.0
<5.0
<5.0
11.7
59.8
<10.0
<5.0
<0.20
31.6
<5.0
31.6
2.6
NM
NM
NM
<2.0
0.79
<0.10
<0.50
0.44
5.3
70.0
4.3
<0.10
2.1
0.080
<0.0080
11/19/2019
0.03
6.20
11.01
7.41
85.5
39.7
10.1
<10.0
15.3
<1.0
<5.0
<5.0
12.4
41.6
<10.0
<5.0
NM
33.3
<5.0
33.3
5.3
NM
NM
NM
<2.0
0.93
<0.10
0.5
0.43
<2.5
75.0
4.6
<0.10
1.9
0.062
<0.0080
12/16/2019
1.60
7.93
9.48
6.82
1 79.3
-201.9
9.7
<10.0
19
<1.0
1 <5.0
<5.0
1 9.5
1 42.3
<10.0
1 <5.0
<0.20
1 25.0
<5.0
1 25.0
6.7
1 NM
NM
NM
<2.0
1.2
1 <0.10
0.51
0.71
4.9
62.0
4.1
<0.10
3.7
0.064
<0.0080
1/27/2020
1.22
9.70
12.66
6.91
67.6
103.5
8.0
<10.0
20.0
<1.0
<5.0
<5.0
8.4
31.3
<10.0
<5.0
<0.20
22.2
<5.0
22.2
8.1
NM
NM
NM
<2.0
1.2
<0.10
<0.50
0.71
7.6
50.0
3.7
<0.10
3.5
0.070
<0.0080
2/14/2019
0.72
6.64
19.03
6.91
66.4
221.8
9.1
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
NS
19.7
<5.0
<5.0
14.6
7.5
NS
<0.10
NS
NS
7.2
NM
NM
NM
NM
<0.050
NM
3/21/2019
0.00
NM
1 11.56
6.74
156.1
113.9
11.5
<10.0
16.3
<1.0
<5.0
<5.0
6.4
23.3
<10.0
<5.0
<0.20
23.3
<5.0
23.3
10.2
<5.3
<5.3
<5.3
150
0.92
<0.10
<0.50
<0.55
6.5
1 65.0
3.7
1 <0.10
3.1
<0.050
<0.0080
4/23/2019
1.69
9.65
9.44
6.91
71.6
88.8
17.0
<10.0
21
<1.0
<5.0
<5.0
6.8
39.5
<10.0
<5.0
<0.20
24.2
<5.0
24.2
11.0
7.5
13.0
14.8
1 <5.0
1.1
<0.10
<0.50
1 0.62
10.8
84
3.5
<0.10
3.1
0.056
<0.0080
5/23/2019
1 0.00
NM
7.48
7.03
77.0
27.4
19.1
<10.0
19.5
<1.0
<5.0
<5.0
9.9
70.9
<10.0
<5.0
<0.20
25.8
<5.0
25.8
<5.0
<5.0
<5.0
<5.0
<5.0
1.4
<0.10
0.67
0.71
13.7
<25.0
3.8
<0.10
2.1
0.059
<0.0080
6/13/2019
1.11
9.00
7.73
6.97
79.3
84.8
18.3
<10.0
19.7
<1.0
<5.0
<5.0
7.8
50.3
<10.0
<5.0
<0.20
24.7
<5.0
<24.7
5.1
<5.0
<5.0
<5.0
<5.0
0.92
<0.10
<0.50
0.64
4.1
69.0
4.8
<0.10
2.6
<0.050
<0.0080
7/2/2019
0.02
8.86
7.08
6.73
79.7
-84.1
21.9
<10.0
18.5
<1.0
<5.0
<5.0
8.2
78.1
<10.0
<5.0
<0.20
27.4
<5.0
27.2
9.4
<5.0
<5.0
<5.0
<5.0
1.10
<0.10
<0.50
0.68
7.7
66.0
3.9
<0.10
1.7
0.069
<0.0080
Site-7
8/20/2019
0.00
11.2
8.61
7.52
84.7
33.6
21.9
<10.0
22.0
<1.0
<5.0
<5.0
8.0
112
<10.0
<5.0
<0.20
33.4
<5.0
33.4
9.5
NM
NM
NM
<2.0
1.5
<0.10
1
0.45
13.4
69.0
4.0
<0.10
1.9
0.170
<0.0080
9/23/2019
0.00
8.5
7.96
6.84
77.6
60.7
18.8
<10.0
16.0
<1.0
<5.0
<5.0
10.8
115
<10.0
<5.0
<0.20
33.4
<5.0
33.4
3.1
NM
NM
NM
<2.0
0.69
<0.10
<0.50
0.40
5.1
81.0
3.9
<0.10
1.5
0.075
<0.0080
10/21/2019
1.56
8.49
1 8.39
6.31
79.9
121.2
14.6
<10.0
17.8
<1.0
<5.0
<5.0
8.2
103
<10.0
<5.0
<0.20
29.9
<5.0
29.9
<2.0
NM
NM
NM
<2.0
0.59
<0.10
<0.50
0.39
1 9.6
1 66.0
5.7
<0.10
2.3
0.078
<0.0080
11/19/2019
0.03
4.14
9.96
7.09
84.6
46.2
10.0
<10.0
16.5
<1.0
<5.0
<5.0
9.2
63.9
<10.0
<5.0
NM
31.9
<5.0
31.9
2.4
NM
NM
NM
1 <2.0
0.95
<0.10
0.55
0.41
<2.5
76.0
5.0
<0.10
2.2
0.057
I<0.0080
112/16/20191
1.60
6.90
9.34
6.68
68.4
-227.2
10.1
<10.0
19.8
<1.0
<5.0
<5.0
7.6
52.5
<10.0
<5.0
<0.20
25.0
<5.0
25.0
2.4
NM
NM
NM
<2.0
1.2
<0.10
0.5
0.72
4.6
93.0
4.3
<0.10
3.9
0.062
<0.0080
1/27/2020
1.22
9.85
12.30
6.72
59.5
92.6
8.3
<10.0
19.8
<1.0
<5.0
<5.0
6.7
31.5
<10.0
<5.0
<0.20
21.3
<5.0
21.3
13.8
NM
NM
NM
<2.0
1.2
<0.10
<0.50
0.69
7.6
50.0
3.8
<0.10
3.8
0.069
<0.0080
NCAC 2B Standards
<50
6.0 - 9.0
10.0
170
NA
11
NA
5
NA
0.012
40
--
10
500
250
1.8
250
5
Notes.
NTU - nephelometric turbidity units
mg/L - miligrams per liter
SU - standard units
pS/cm - microsiemens per centimeter
my - milivolt
mg/m^3 - miligram per meter cubed
NM - not measured
NS -not sampled
NA - not applicable; surface water standards for these constituents are hardness dependent
-- - no established NCAC 2L Standard for analyte
0.72 - non -ambient; Precipitation in the 72 hours prior to sampling was greater than 0.1 inch
Precipitation amonutswere taken from CoCoRaHS

Piedmont Lithium I Technical Memorandum — Water Quality Testing ���
Tables
FN
440 S Church Street, Suite 1000
Charlotte, NC 28202-2075
704.338.6700
hdrinc.com
© 2020 HDR, Inc., all rights reserved

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix A - Background Studies and Reference Documents
A.3 Technical Memorandum — Groundwater Model

JI2NVA[!
Technical
Memorandum
Groundwater Model
Piedmont Lithium Carolinas Inc.
Gaston County, North Carolina
August 30, 2021

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Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Contents
Contents
1
Introduction.........................................................................................................................
1
2
Conceptual Site Model/Groundwater Model Framework
..................................................... 1
2.1.1 Mine Pits...............................................................................................................
1
2.1.2 Temporal Constraints............................................................................................
2
2.1.3 Dewatering and Water Handling...........................................................................
2
3
Transient Model Set-up.......................................................................................................
3
3.1
Modeling Software..............................................................................................................
3
3.2
Discretization......................................................................................................................
3
4
Dewatering Simulations......................................................................................................
3
4.1
Dewatering Effect on Water Supply Wells...........................................................................
4
4.2
Dewatering Effect on Wetlands...........................................................................................
5
4.3
Dewatering Effect on Streams............................................................................................
9
5
Model Limitations...............................................................................................................10
6
Summary and Conclusions................................................................................................10
7
References........................................................................................................................11
Figures
Figure 1 — Groundwater Model Domain
Figure 2 — Site and Receptor Well Location Map
Figure 3 — Revised Model Grid
Figures 4A — 4J — Model Predicted Drawdown from Dewatering
Figure 5 — HDR Delineated Wetlands
Figure 6 — Location of Stream Reaches
Tables
Table 1 - Transient model sequence of mine pits....................................................................... 2
Table 2 - Model predicted dewatering withdrawal rates.............................................................. 4
Table 3 - Model Predicted Drawdown in Local Wells.................................................................. 5
Table 4 - Model predicted changes in groundwater flow to wetlands(gmp)................................ 7
Table 5 - Changes in base flow to streams that cross the site .................................................... 9

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Contents
This page intentionally left blank.

Piedmont Lithium Carolinas, Inc. i Technical Memorandum — Groundwater Model ���
Introduction
1 Introduction
Piedmont Lithium Carolinas, Inc. (PLCI) is proposing to construct an open pit mine in the
Carolina Tin-Spodumene Belt (TSB) of North Carolina where lithium -bearing pegmatites have
been identified. The Concentrate Operations and the Lithium Hydroxide Conversion Plant (the
Site) is in the TSB of the Piedmont physiographic province in south-central North Carolina. The
approximately 1,548-acre Site is in an unincorporated area of Gaston County, on private land
surrounding portions of Hephzibah Church Road, Whitesides Road, and St. Mark's Church
Road, approximately 1 mile east of Cherryville, North Carolina.
The overall Concentrate Operations are composed of three components: the Piedmont Lithium
Carolinas Mine #1, a Concentrate Plant, and an Industrial Minerals Plant. The Piedmont Lithium
Carolinas Mine #1 (Figure 1) will consist of four open pits of varying sizes, a waste rock
disposal area, topsoil stockpiles areas, haul roads, and other mine support areas. Mining will
occur through open pit excavations which will require dewatering. On behalf of PLCI, HDR
Engineering, Inc. of the Carolinas (HDR) performed groundwater modeling to estimate the rate
of water withdrawal during pit dewatering and evaluate possible effects pit dewatering may have
on local water resources and water users. The base groundwater model was developed by HDR
for PLCI and documented in a Technical Memorandum Groundwater Model dated July 2, 2019
(HDR, 2019). The groundwater model updates include a refined model grid, revised pit shell
geometries, and transient simulations of pit dewatering.
2 Conceptual Site Model/Groundwater Model
Framework
The groundwater flow model domain includes the southern portion of Indian Creek watershed,
Beaverdam Creek watershed, and a reach of the South Fork Catawba River. The 32.5 square
mile (mil) model domain and Site boundary are shown in Figure 1. Model input parameters
were, in part, derived from hydrogeologic data obtained during an aquifer test conducted in
2018; however, those data have been manipulated during calibration of the groundwater flow
model. The conceptual model, model framework, and model calibration for natural state
conditions are described in the 2019 Technical Memorandum (HDR, 2019).
2.1.1 Mine Pits
PLCI plans to remove resource from four mine pits (North, South, East, and West pits) within
the permitted mine boundary. The current mining operations plan calls for no more than two pits
to be actively mine at the same time, as shown in Table 3. PLCI intends to dewater mine pits to
facilitate removal of the resource. Groundwater removed from the pits during dewatering will be
pumped to settling ponds throughout the permitted area prior to discharge through outfalls
monitored via National Pollutant Discharge Elimination System (NPDES) permitting and
compliance.
PLCI's most recent estimate of resource extent was used to establish the potential extents of pit
excavation used in the transient model (see Figure 2). The mine pit geometries over time were

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Conceptual Site Model/Groundwater Model Framework
estimated by the mining engineer, Marshall Miller & Associates (MMA), in 2021 and provided as
3-dimensional shapefiles of topography for each year. MMA used MiningMath SimSched
software to optimize pit geometries and Maptek's Vulcan Evolution software to establish the
mine operations schedule (MMA, 2021)1. The differences in yearly topography were used in the
model to represent transient change in mine pit geometry (newly mined volume for each year).
Mine pits were simulated in the transient models as water -filled, high conductivity cells. Mine pit
extents for model layers were based on contours from the pit excavation geometries that
coincide with model layers. Seepage into cells was accounted for with drain return package
boundary conditions set to the bottom of lowest layers of the mine pits. Water collected by the
drains was returned to model cells at the discharge locations provided by MMA where pumped
water may discharge to a stream or wetland or infiltrate to groundwater.
2.1.2 Temporal Constraints
The calibrated steady state model of natural state conditions provided the initial conditions for
the transient modeling. Pit dewatering operations were simulated with a series of transient
models to account for temporal variation. The transient models represent mine pit extents at
various points in time with portions of different pits open at the same time. Drawdown due to
dewatering is greatest when the mine pits have been excavated to the designed terminal depth.
After completion of mining, pits may be allowed to fill with water or be filled by native waste rock
material, native mine tailings, and the non -hazardous residue created by the Lithium Hydroxide
Conversion Plant. The mine pit dewatering sequence for predictive simulations is shown in
Table 1.
Table 1 - Transient model sequence of mine pits
Pits with Dewatering
Model Year
South Pit
East Pit West Pit North Pit
1
Mining
2
Mining
Mining
3
Mining
Mining
4
Filling
Mining
5
Filling
Mining
6-10
Filling
Mining
11
Filling
Mining
12
Filling
Mining Mining
13
Filling
Filling Mining Mining
14-20
Fillina
Fillina Minina Minina
2.1.3 Dewatering and Water Handling
Water is assumed to be pumped from the lowest levels of the mine pit into settling basins prior
to discharge to adjacent streams or wetlands. Dewatering is simulated with a MODFLOW drain
cell (water level controlled by a conductance value at a specified elevation) to estimate the
amount of water removal necessary to achieve dewatering of the mine pits. The water removed
by drain cells is returned to the model at discharge locations identified by MMA (Figure 2).
Water from mine pit dewatering returned to the model infiltrates to groundwater or flows out of
The mine pit geometries are resource -based and in some locations extend beyond the mine permit boundaries. For this reason,
the effects of dewatering are conservative and at some places reflect greater dewatering than is currently envisioned.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Transient Model Set-up
the model domain through streams and wetlands. Returning water from dewatering operations
to the model provides a better representation of aquifer recovery after dewatering ceases.
3 Transient Model Set-up
The set-up and calibration of the steady state model, which provides the initial conditions for the
transient groundwater flow models, is described in the Technical Memorandum Groundwater
Model dated July 2, 2019 (Tech Memo) (HDR, 2019). The model layers and boundary
conditions were not modified (including how wetlands and surface water bodies were
simulated). This section describes the revisions and updates required for the transient models.
3.1 Modeling Software
Transient groundwater modeling was performed using the United States Geological Survey
(USGS) groundwater model software MODFLOW-2005 (Harbaugh, 2005). MODFLOW-2005 is
an enhanced version of the USGS modular groundwater flow model, MODFLOW. MODFLOW-
2005 allows for enhanced management of internal data. Aquaveo's 2021 Groundwater Modeling
System, GMS, (Aquaveo, 2021) was used to manage data to develop the groundwater flow
models and to evaluate model simulations. GMS's graphic interface and data handling functions
were used develop and update the base conceptual model and the hydrogeologic framework
described in the previous Tech Memo. GMS was used to display and evaluate transient model
results.
3.2 Discretization
The model grid was refined to focus on the area near the Site, allowing for increased resolution
in the vicinity of the mine pits. The refined portion of the model grid was expanded to the south
and west from the original steady state model to include the pit extents used for this transient
model. Cells in the model for the previous and current modeling efforts range in size from 50
feet on a side in refined areas in the vicinity of the Site to 500 feet on a side in remote areas.
The revised model grid is shown in Figure 3.
4 Dewatering Simulations
Mine pit dewatering was simulated by changing model cells within the horizontal and vertical
extent of the pit to a high conductivity material. Drains cells were placed at the base of the
lowest layers and the elevations of the drains adjusted to the bottom elevation of the pit
coincident with the timeframe being simulated. Water seeping out of the cells surrounding the pit
was removed by the drains. The water removed by all drains used to simulate dewatering was
summed to estimate dewatering volumes and rates needed to dewater the pits. The water
removed from the pits by the drains was returned to the model at locations identified as
discharge from settling ponds by MMA. Stream cells connected to the stream network were
placed in the same cell and given large conductance values so the water would be simulated to
be returned to the streams. Drawdown of the water table resulting from dewatering was
calculated based on the total change in water level between the initial steady state non -pumping
model and the mine -year simulated (model year). The estimated withdrawal rates are presented
in Table 2.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Dewatering Simulations
Table 2 - Model predicted dewatering withdrawal rates
Pumping Rate (gpm)
Model Year
South Pit
East Pit
West Pit North Pit
Total
1
525
50
575
2
975
1,225
2,300
3
725
775
1,500
4
25'
1,025
1,050
5
75'
950
1,025
6-10
N/A2
1,250
1,250
11
N/A2
1,575
1,575
12
N/A2
1,050
950
2,000
13
N/A2
0
500 850
1,350
14-16
N/A2
N/A2
10753
1,075
Pumping to maintain drawdown while filling pit with excavated material
2 No dewatering modeled.
3 West and North Pits are merged.
4.1 Dewatering Effect on Water Supply Wells
Predicted drawdown in wells within the Site boundary, which will be decommissioned by PLCI
during mine development, ranged from 0 feet to 17.8 feet and averaged approximately 1.9 feet.
Predicted drawdown in wells outside the Site boundary ranged from 0 feet to 21.5 feet and
averaged approximately 4.0 feet. Within the Site boundary, four wells are expected to
experience significant loss of water column (available drawdown) during dewatering of East,
West, and North Pits. Outside the site, two wells are expected to experience significant loss of
water column during dewatering of West and North Pits. Estimated drawdown in wells in the
vicinity of the Site are shown in Table 3 and on Figures 4A, though 4J. Note that the
excavation extents used in the models are based on the extent of the resources and not
necessarily the extent of planned mining activities, specifically along the southern permit
boundary where the resource is estimated to extend beyond the permit boundary (MMA, 2021).
The greatest extent of drawdown is simulated to occur in years 14 through 20 when the West Pit
is being dewatered and the East Pit is filling. The drawdown shown in Figure 4 represents
dewatering to the extent of the resource boundaries rather than the permit boundaries of the
pits, providing a worst -case estimate of drawdown that may occur.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum - Groundwater Model ���
Dewatering Simulations
Table 3 - Model Predicted Drawdown in Local Wells
South Pit Pumping
East Pit Pumping
West Pit Pumping
North Pit Pumping
Receptor Well Drawdown (ft)
Well
Year
1
Year 2
Year
3
Year
4
Year
5
Year6-
10
Year 11
Year 12
Year 13
Year14-
20
Wells Within Site Boundary
1523 R W McLamb Dr.
DRY
DRY
DRY
DRY
DRY
DRY
12.1
13.1
13.4
12.5
819 Whitesides Rd.
0.0
0.0
0.2
0.4
0.4
0.4
0.4
0.5
1.0
1.4
1121 He hzibah Church Rd.
3.1
1.8
1.2
1.0
0.8
0.7
0.7
10.6
16.9
17.8
901 Whitesides Rd.
0.0
0.0
0.0
0.1
0.1
0.1
0.3
0.1
0.2
1.1
921 Whitesides Rd.
0.0
0.1
0.1
0.2
0.2
0.3
0.3
0.3
0.8
2.4
1266 He hzibah Church Rd.
0.5
0.7
1.1
2.9
3.4
5.2
5.2
7.6
13.3
17.5
1021 He hzibah Church Rd.
1.3
1.1
0.0
0.7
0.6
0.6
0.5
0.5
0.6
1.3
633 Aderholdt Rd. 2
0.0
0.0
0.0
0.1
0.3
0.5
0.5
0.5
0.6
8.5
1029 He hzibah Church Rd.
2.3
1.3
0.7
0.4
0.3
0.2
0.1
0.4
1.1
2.4
Wells Outside of Site Domain
732 Whitesides Rd.
8.5
13.7
21.5
18.9
15.0
15.6
12.4
11.1
11.4
11.2
129 George Pa seur Rd.
0.3
0.5
0.9
2.0
2.2
3.3
3.4
3.4
3.5
4.2
663 Aderholdt Rd. 1
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
1.2
20.4
534 Whitesides Rd.
0.0
0.0
0.0
0.1
0.2
0.3
0.3
0.3
0.5
0.8

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Dewatering Simulations
4.2 Dewatering Effect on Wetlands
Potential changes to groundwater flow into wetlands during dewatering operations were
evaluated by comparing flow into wetlands in the steady state model with the dewatering
predictive simulations. Dewatering of the South Pit caused Wetland 2 to go dry and it remains
dry during the remainder of the 20-year mining operation. Dewatering of the South Pit also
results in drying of Wetlands 11 and 12, although they are restored when dewatering operations
shift to the East Pit and dry up again when dewatering commences in the West Pit. Dewatering
of the East Pit results in drying of Wetlands 4 through 8; these wetlands remained dry for the
remainder of the 20-year mining operation. Simulated West Pit dewatering resulted in drying of
Wetland 16 prior to its elimination by mining operations when the West Pit and North Pit merge.
Note that pit dewatering water discharged near wetlands helps maintain flow in some of those
wetlands; routing of additional flow into wetlands may help mitigate the drying predicted by the
model. Wetlands 6, 7, and 8 maintain some flow from groundwater while discharge from the
South Pit is occurring nearby. Changes to predicted groundwater discharge to wetlands are
presented in Table 4. The location of wetlands in the vicinity of the Site are shown in Figure 5.
Note that although the model returns water removed from the pits to the simulated streams, this
return only marginally influences the impacts on the wetlands.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum - Groundwater Model ���
Dewatering Simulations
Table 4 - Model predicted changes in groundwater flow to wetlands (gmp)
Model Year 1
Model Year 2
Model Year 3
Model Year 4
Model Year 5
Model Year 6 - 10
Model Year 11
Model Year 12
Model Year 13
Model Year 14 - 20
Pits D watering
S
S, E
S, E
E
E
E
E
E, W
W, N
W, N
Wetland
Wetland
Size
Acres
Steady
State Flow
m
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change'
Flow
Ft3/d
Percent
Change
'
Flow
Ft3/d
Percent
Change'
Wetland 1
0.28
1,327
1328
-0.03
1330
-0.20
1323
0.36
1262
4.92
1204
9.33
1104
16.79
1103
16.88
486
63.41
0
Dry
0
Dry
Wetland 2
0.15
6,330
4634
26.79
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
Wetland 3
3.19
11,519
11517
0.02
11730
-1.83
7261
36.97
5282
54.15
4485
61.06
4424
61.59
6204
46.14
5737
50.19
4597
60.09
0
Dr
Wetland 4
0.66
1,703
1671
1.88
1670
1.94
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 5
2.21
5,483
5270
3.89
5269
3.92
1706
68.88
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
Wetland 6
0.09
2,061
2197
-6.62
2014
2.26
1190
42.25
130
93.71
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 7
0.38
3,752
3233
13.83
2968
20.90
2698
28.08
35
99.06
0
Dry
0
Dry
351
90.64
0
Dry
0
Dry
0
Dry
Wetland 8
0.23
2,559
535
79.07
432
83.10
481
81.21
320
87.50
0
Dry
0
Dry
0
Dry
0
Dry
0
Dry
0
Dr
Wetland 9
0.18
660
1028
-55.67
1002
-51.79
1000
-51.50
1001
-51.63
1005
-52.29
1010
-52.99
1019
-54.42
1021
-54.74
1011
-53.22
0
Dr
Wetland 10
0.12
1,796
1785
0.62
1783
0.72
1781
0.85
1780
0.87
1780
0.87
1781
0.85
1782
0.78
1783
0.73
1782
0.79
0
Dr
Wetland 11
0.04
1,930
693
64.09
427
77.87
0
Dr
0
Dry
0
Dry
147
92.40
351
81.82
0
Dry
0
Dry
0
Dr
Wetland 12
0.06
1,930
0
Dry
0
Dry
380
80.31
395
79.53
442
77.10
653
66.15
830
57.01
0
Dry
0
Dry
0
Dr
Wetland 13
0.09
2,007
1939
3.38
1824
9.10
1741
13.26
1707
14.95
1703
15.16
1720
14.31
1768
11.90
1555
22.54
1269
36.79
0
Dr
Wetland 14
5.45
5,310
5296
0.27
5279
0.58
5252
1.09
5223
1.65
5204
2.00
5194
2.19
5194
2.18
5165
2.73
4964
6.52
0
Dry
Wetland 15
0.04
2,147
2086
2.86
2085
2.89
2085
2.88
2088
2.77
2090
2.68
2094
2.47
2100
2.22
2099
2.23
2086
2.86
0
Dr
Wetland 16
0.08
76
70
8.52
69
9.74
69
10.25
55
27.66
61
20.60
68
11.62
73
4.68
0
Dry
0
Dry
0
Dry
' Negative indicates an increase in flow to the wetland from groundwater. Positive indicates a decrease in flow to the wetland from groundwater.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Dewatering Simulations
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Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Dewatering Simulations
4.3 Dewatering Effect on Streams
Mine pit dewatering alters stream base flow by reducing the contribution of groundwater to
streamflow. Change in stream baseflow was assessed by comparing stream baseflow estimated
by the steady state model with stream baseflow in the dewatering predictive simulations.
Baseflow was evaluated for three streams crossing the Site (Figure 6). Decreases in simulated
baseflow to Beaverdam Creek up stream of Little Beaverdam Creek ranged from 2.2 percent in
model year 11 (when dewatering in East Pit occurs) to 5.9 percent in model year 12 (when
dewatering occurs in East Pit and West Pit). Simulated baseflow in Beaverdam Creek
downstream of the confluence with Little Beaverdam Creek ranges from 3.1 percent in model
year 1 (when dewatering occurs in South Pit) to 9.0 percent at the end of plan year 20 (when
West Pit is dewatered). Decreases in simulated baseflow to Little Beaverdam Creek ranged
from 0.1 percent in model year 1 (when South Pit is dewatered) to 6.9 percent in model year 13
(when East Pit is being filled and West Pit is dewatered). An unnamed tributary to Beaverdam
Creek (Stream 3) exhibited baseflow decreases ranging from 0.4 percent during model year 2
(when South Pit is dewatered) to 3.1 percent (when West Pit is dewatered). Model -predicted
changes in stream baseflow are presented in Table 5.
Table 5 - Changes in base flow to streams that cross the site
Beaverdam Creek
Above Confluence'
Little Beaverdam
Creek
Beaverdam Creek
Below Confluence'
Unnamed Tributary
Model
Flow2
Percent
Flow'
Percent
Flow'
Percent
Flow'
Percent
Year
(Ft3/d)
Change
(Ft3/d)
Change
(Ft3/d)
Change
(Ft3/d)
Change
Steady
-569,356
-435,255
-1,681,833
-163,653
State
1
-545,113
4.3
-434,660
0.1
-1,631,117
3.0
-162,320
0.8
2
-541,563
4.9
-433,446
0.4
-1,622,721
3.5
-162,917
0.4
3
-538,616
5.4
-431,440
0.9
-1,609,935
4.3
-162,797
0.5
4
-538,716
5.4
-428,394
1.6
-1,608,281
4.4
-160,529
1.9
5
-541,270
4.9
-418,435
3.9
-1,600,251
4.9
-162,576
0.7
6-10
-548,891
3.6
-418,899
3.8
-1,615,812
3.9
-161,519
1.3
11
-556,696
2.2
-419,820
3.5
-1,629,960
3.1
-160,985
1.6
12
-535,792
5.9
-414,010
4.9
-1,580,594
6.0
-161,027
1.6
13
-536,719
5.7
-405,337
6.9
-1,553,419
7.6
-159,911
2.3
14-20
-539,972
5.2
-406,888
6.5
-1,530,283
9.0
-158,582
3.1
Confluence is with Little Beaverdam
Creek.
2 Negative
sign indicates stream baseflow from groundwater.
Groundwater removed from the pits during dewatering will be pumped to settling ponds
throughout the permitted area prior to discharge through outfalls monitored via NPDES
permitting and compliance. In the transient model simulations, water lost from stream baseflow
due to pit dewatering was recycled back to the streams through the settling basins and
discharge points shown in Figure 6.
Note that there is a stream that flows into the West Pit starting in about Year 14 once the West
Pit and the North Pit merge. The model estimated that this stream will still receive about 13,000
9

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model
Model Limitations
cubic feet per day of base flow, which then flows towards the pit and is not accounted for in the
dewatering estimates. The water from this stream will either be re-routed to Beaverdam Creek
or will be included in water pumped from the West Pit to Beaverdam Creek. Either way, this
water, which is not accounted for in Table 5, will be included in the flow of Beaverdam Creek.
When it is included, the greatest percent reduction in flow, which occurs in Year 20, is reduced
from 9.0 percent to 8.2 percent.
5 Model Limitations
Groundwater flow models are generalizations of complex groundwater flow systems that cannot
be reasonably simulated without extensive data, detailed inputs, and large computational
requirements. The complexity is contained in the generalization, but local effects may influence
real world outcomes. Other limitations of the groundwater model of the Site are described in the
Tech Memo.
6 Summary and Conclusions
Transient groundwater flow modeling was used to estimate the rate of groundwater withdrawal
required to dewater four planned mine pits and evaluate potential impacts on adjacent water
resources due to dewatering. The transient groundwater model was developed from the
calibrated, steady state model for natural conditions described in the Tech Memo and refined to
capture currently planned resource extents and sequencing, as provided by PLCI and MMA.
• Model -predicted dewatering rates ranged from 525 gpm for the South Pit to 1,575 gpm
for East Pit. The total dewatering rate in any given year ranged from 575 to 2,300 gpm,
with the greatest amount of pumping occurring in year 2.
Predicted drawdowns for wells located within the Site, which will be decommissioned by
PLIC during mine development, ranged from 0 to 17.8 feet and averaged about 1.9 feet.
Predicted drawdowns for wells outside the Site ranged from 0 to 21.5 feet with an
average of approximately 4.0 feet. Four wells within the site are predicted to have
significant loss of available drawdown (water column) during dewatering of the East,
West, and North Pits. Beyond the permit boundary, two wells are predicted to
experience significant reduction of available drawdown during dewatering. One well was
predicted to experience significant water column loss throughout most of the 20-year
mine operation, while another is predicted to experience significant water column loss
during dewatering of the combined West and North Pits in years 14 to 20.
• Predicted impact to wetlands were most significant during the East and West/North Pit
dewatering simulations, indicating drying of 7 and 10 wetlands, respectively. Three
wetlands are predicted to dry up during dewatering of South Pit. Note that routing of
additional flow into wetlands may help mitigate the drying predicted by the model.
The contribution of groundwater to stream flow (baseflow) to the three streams crossing
the Site decreases between 0.1 to 9.0 percent based on the location of the stream
relative to the pit which is being dewatered. The largest predicted decrease in baseflow
occurred in Beaverdam Creek at the very end of the last year simulated after the West
Pit merged with the North Pit. Adding flow from a stream that is disconnected from the
stream network would decrease this impact to 8.2 percent.
10

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model
References
• PLCI will return water withdrawn during dewatering to streams at NPDES permitted
discharge points to reduce potential pumping effects due to mine operation. Some water
withdrawn due to dewatering may be diverted to wetlands to offset potential impacts to
wetlands.
7 References
Aquaveo, 2021, Groundwater Modeling System (GMS)
Harbaugh, A.W., 2005, MODFLOW-2005, The U.S. Geological Survey modular ground -water
model —the Ground -Water Flow Process: U.S. Geological Survey Techniques and Methods 6-
A16, variously p.
HDR, 2019, Technical Memorandum Groundwater Model. Prepared for Piedmont Lithium.
Marshall Miller & Associates (MMA), 2021, Estimated Mine Pit Extent with optimization using
MiningMath's SimSched program and scheduling using Maptek's Vulcan Evolution program.
11

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model
References
This page intentionally left blank.
12

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Figures
Figures
F
1

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Groundwater Model ���
Figures
This page intentionally left blank.

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440 S Church Street, Suite 1000
Charlotte, NC 28202-2075
[phone]
hdrinc.com
© 2021 HDR, Inc., all rights reserved

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix A - Background Studies and Reference Documents
A.4 Technical Memorandum — Evaluation of Mine Pit
Operations on Water Quality

DAAONT Technical
NEMemorandum
Evaluation of Mine Pit Operations on
Water Quality
Piedmont Lithium Carolinas, Inc.
Gaston County, North Carolina
August 30, 2021

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Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality
Contents
Contents
1 Introduction....................................................................................................................... 1
2 Data Comparison.............................................................................................................. 1
2.1 Groundwater..............................................................................................................1
2.1.1 Groundwater Levels.......................................................................................................... 2
2.1.2 Groundwater Quality......................................................................................................... 2
2.1.3 Leaching Potential of Tailings........................................................................................... 3
2.2 Surface Water............................................................................................................ 4
2.2.1 Surface Water Flow.......................................................................................................... 4
2.2.2 Surface Water Quality....................................................................................................... 5
2.3 Comparison of Groundwater and Surface Water Quality ............................................ 5
3 Conclusions...................................................................................................................... 7
4 References....................................................................................................................... 8
Tables
Table 1. Well construction details............................................................................................... 2
Table 2. Model Predicted Dewatering Withdrawal Rates (HDR, 2021 a) ..................................... 5
Table 3. Comparison of groundwater and surface water samples .............................................. 6
Figures
Figure 1 — Sample and Measurement Points Location Map
Figure 2 — Plots of Groundwater Elevations Over Time
Figure 3 — Box and Whisker of Groundwater Elevations
Figures 4a through 4n — Box and Whisker of Groundwater and Surface Water Quality Data
Figure 5 — Measured and Modeled Stream Flow

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality ���
Contents
List of Acronyms
2L
NCDEQ 15A NCAC 02L .0202 groundwater standards
DWM
Division of Waste Management
HDR
HDR Engineering, Inc. of the Carolinas
IMAC
Interim Maximum Allowable Concentrations
UGH
Lithium hydroxide
MCC
Maximum Concentration of Contaminants
MO
Metso-Outotec
NCDEQ
North Carolina Department of Environmental Quality
PACE
Pace Analytical Services, LLC
PCB
polychlorinated biphenyls
PSRG
Preliminary Soil Remediation Goals
PLCI
Piedmont Lithium Carolinas, Inc.
RCRA
Resource Conservation and Recovery Act
SVOC
Semi -volatile Organic Compounds
TCLP
Toxicity Characteristic Leaching Procedures
TSB
Tin-Spodumene Belt
USEPA
Environmental Protection Agency
VOC
Volatile Organic Compounds

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality ���
Introduction
1 Introduction
Piedmont Lithium Carolinas, Inc. (PLCI) is proposing to construct an open pit mine in the
Carolina Tin-Spodumene Belt (TSB) of North Carolina where lithium -bearing pegmatites have
been identified. The approximately 1,548-acre Site is in an unincorporated area of Gaston
County, on private land surrounding portions of Hephzibah Church Road, Whitesides Road, and
St. Mark's Church Road, approximately one mile east of Cherryville, North Carolina. Planned
mine operations will consist of the Piedmont Lithium Carolinas Mine #1, a Concentrate Plant, an
Industrial Minerals Plant, and a Lithium Hydroxide Conversion Plant. This process will produce
native overburden and dry -stacked concentrator tails at the Concentrator Plant as well as inert
analcime residue from the Lithium Hydroxide Conversion Plant. PLCI is proposing to dry -stack the
co -mingled mine refuse streams (native overburden, concentrator tails, and analcime residue) in the
waste rock disposal area and/or use the refuse for reclamation to backfill the mine pits.
In advance of mine development Piedmont Lithium Carolinas, Inc. (PLCI) commissioned HDR
Engineering, Inc. (HDR) to develop and implement a baseline groundwater and surface water
monitoring program to evaluate naturally -occurring conditions. In addition, HDR obtained one
sample of analcime tailings produced in a microcosm study that mimicked potential lithium
hydroxide conversion operations, for the purpose of testing to evaluate use of tailings as
reclamation material. The analcime tailings were characterized as non -hazardous per Toxicity
Characteristic Leaching Procedure (TCLP) testing.
2 Data Comparison
2.1 Groundwater
HDR compared groundwater elevation and quality data, surface water quality data, and toxicity
testing data, in conjunction with anticipated dewatering rates and periods to evaluate potential
effects of mine pit dewatering on water quality within the mine pit boundaries. Between June
2018 and February 2020, PLCI implemented a baseline groundwater and surface water flow
and quality monitoring program to assess existing conditions prior to potential development of
the mine site. These activities consisted of the installation of five monitoring wells (MW-1
through MW-5), one aquifer test pumping well (PW-1), and four aquifer test observation wells
(OW-1 S, OW-1 D, OW-2S, and OW-21D). Subsequent to installation of monitoring and
observation wells in 2018, HDR conducted 17 groundwater gauging events, 12 groundwater
sampling events, 2 surface water flow monitoring events, and 12 surface water sampling events,
and 1 aquifer pumping test. Construction and geologic details for monitoring wells installed
during this program are presented in Table 1.

Piedmont Lithium Carolinas, Inc. i Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality ���
Data Comparisons
Table 1. Well construction details
Well ID Top of Casing (Feet msl) Depth (Feet) Geologic Material
PW-1
756.75
500
Amphibolite
MW-1
762.49
110
Amphibolite/Pegmatite
MW-2
864.49
110
Amphibolite/Pegmatite
MW-3
840.39
170
Amphibolite
MW-4
884.97
153
Biotite Gneiss
MW-5
756.75
152
Amphibolite
OW-1S
760.63
60
Unconsolidated Regolith
OW-1 D
761.14
302
Amphibolite
OW-2S
755.87
30
Unconsolidated Regolith
OW-2D 755.05 300 Amphibolite
2.1.1 Groundwater Levels
Groundwater levels were measured, and groundwater elevations were calculated, in each well
during 17 well gauging events conducted between August 2018 and February 2020. Water
levels collected during this time indicate that seasonal fluctuations in groundwater elevations
were evident throughout the monitoring period. In general, groundwater elevations increased in
fall and winter months, and decreased in spring and summer months, as would be expected in
the Piedmont Region of North Carolina. Based on these data, well MW-3 exhibited the widest
range of groundwater elevation fluctuation (about 10 feet), while well MW-1 exhibited the
smallest range of fluctuation (less than 4 feet). Groundwater elevations across the Site ranged
from approximately 850 feet mean sea level (msl) at MW-4 to about 740 feet msl in MW-1.
Groundwater elevations were plotted by month for each well and are shown on Figures 2a and
2b. Box and whisker plots for bedrock and overburden wells were generated to show the range
of groundwater elevations in each well (Figures 3a and 3b).
2.1.2 Groundwater Quality
Monitoring wells were purged and sampled during 12 sampling events between August 2018
and February 2020. Additionally, pH field measurements were observed above and below the
North Carolina Department of Environmental Quality (NCDEQ) groundwater quality standard
(21- Standard) range of 6.5-8.5 standard units (SU) in each of the wells during the monitoring
period (Figure 4a). Baseline groundwater and surface water monitoring is documented in the
Technical Memorandum - Water Quality Testing (HDR, 2020).
Concentrations of arsenic, chromium, lead, manganese, and fluoride that exceeded the 2L
Standards were reported in wells MW-2, MW-5, OW-1 D, OW-2S, and PW-1 during the
monitoring period. Box and whisker plots for each constituent that exceeded 2L Standards were
generated and are presented in Figures 4b, 4c, 4d, 4e, and 4f, respectively.
Barium, cadmium, lithium, mercury, selenium, chloride, and sulfate were detected in at least one
sample above the laboratory reporting limit, but below the respective regulatory standards
during the monitoring period, as shown in Figures 4g, 4h, 4i, 4j, 4k, 41, and 4m, respectively.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality ���
Data Comparisons
2.1.3 Leaching Potential of Tailings
As documented in the Technical Memorandum — Toxicity Testing of Lithium Hydroxide
Conversion Plant Tailings (HDR, 2021), PLCI commissioned Metso-Outotec (MO) to replicate ore
concentrate conversion methods to be undertaken by PLCI during operation of the proposed
Lithium Hydroxide Conversion Plant through bench -scale testing to convert spodumene
concentrate into battery -grade lithium hydroxide (LiOH). On behalf of PLCI, HDR obtained one
sample of the Analcime tailings produced by the MO study to characterize the material via
Toxicity Characteristic Leaching Procedures (TCLP).
The pH of the fluid used for the TCLP analysis had an initial pH of 5.45 Standard Units (SU) and
a final pH of 2 SU. Aluminum and calcium leached from the MO sample at concentrations above
the laboratory reporting limit; however, neither constituent has a 2L Standard or United States
(U.S.) Environmental Protection Agency (EPA) Maximum Concentration of Contaminants (MCC)
for toxicity characteristic testing. Arsenic, barium, beryllium, copper, magnesium, manganese,
strontium, titanium, and zinc leached at estimated concentrations (J-values) above the method
detection limit established by USEPA, but below the laboratory reporting limit. For this Technical
Memorandum, TCLP results for select constituents were plotted on the box and whisker plots
for arsenic (Figure 4b) and barium (Figure 4g).
2.1.3.1 ARSENIC
A total of 120 groundwater samples were analyzed for arsenic during the monitoring period;
arsenic was detected 8 times, each time at a concentration that exceeded the 2L Standard.
Arsenic exceedances occurred in samples obtained from MW-5 and PW-1 during the monitoring
period.
Arsenic was detected in the granular material (MO sample) used for the TCLP testing, but at an
estimated concentration of 0.96J mg/kg. Arsenic leached from the granular sample at a
concentration 0.22J Ng/L. Both concentrations were below the laboratory reporting limits.
Arsenic is mobile under reducing conditions and rock type and high pH can contribute to
elevated concentrations of arsenic in groundwater (USGS, 2021). Groundwater samples from
MW-5 and PW-1 had pH levels above the 2L Standard (range of 6.5 to 8.5) in sampling events
that corresponded to elevated concentrations of arsenic, indicating that while arsenic may be
naturally occurring at the Site, it also may be biased high by high pH in the groundwater.
Arsenic was not detected in any of the surface water samples collected from the Site.
Well MW-5 was completed as a Type III well with a 2-inch diameter well set within a 6-inch
diameter outer casing. The outer casing was set into the top of competent bedrock and grouted
in place to reduce vertical migration of groundwater from the regolith aquifer into fractured
bedrock. One possible explanation for the outlier concentrations reported in the August 2018
sample is that the sample was affected by high pH grout, causing concentrations of inorganic
constituents to be biased high.
Well PW-1 also exhibited high concentrations of arsenic. The four samples collected from PW-1
with high arsenic concentrations occurred in the first 5 sampling events after the well was
constructed, possibly indicating that samples were affected by high pH grout in PW-1 as well.
3

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality ���
Data Comparisons
Note that arsenic is a naturally occurring element in bedrock, unconsolidated overburden soils,
groundwater, and surface water within the Piedmont Physiographic Province of North Carolina.
The USEPA has established a standard, called the maximum contaminant level (MCL), for
arsenic in water of less than 10 tag/L for public water systems; however, naturally -occurring
arsenic is present in groundwater throughout North Carolina at concentrations from 1 pg/L to
800 tag/L (NCDEQ, 2021). Thus, the concentrations of arsenic detected during periodic
groundwater monitoring conducted between August 2018 and February 2020 are consistent
with naturally -occurring conditions in North Carolina.
2.1.3.2 FLUORIDE
Fluoride exceedances occurred in groundwater samples from PW-1 and detections occurred it
samples from other monitoring wells (MW-1, MW-4, MW-5, OW-1 S, OW-1 D, OW-2S, and OW-
2D) (Figure 4f). The presence of fluoride indicates that fluoride may be naturally occurring in
bedrock at the Site and mobile in the aquifer. Fluoride occurs naturally in groundwater through
dissolution of fluoride bearing minerals like amphibolite (Kumar, 2017). Alkalinity (high pH) is a
factor for dissolution of fluoride (Kumar, 2017). Groundwater samples from MW-1, MW-3, MW-
4, MW-5, and PW-1 had pH levels above the 2L Standards (range of 6.5 to 8.5). Fluoride was
not detected in the TCLP leachate testing or in surface water at the Site.
2.1.3.3 MANGANESE
The granular material from the TCLP analyses contained iron and manganese at levels above
the Protection of Groundwater PSRGs, but the concentrations are typical of naturally occurring
soils in the Piedmont Physiographic Province (HDR, 2021 a). The concentration of manganese
in the leachate was at an estimated concentration (J-value) but does fall inside the range of
concentrations detected in groundwater samples (Figure 4e).
2.1.3.4 BARIUM
The granular material from the TCLP analyses contained barium at a concentration of 4.8
mg/kg. Barium was detected in the leachate sample at an estimated concentration of 43J tag/L.
The concentration of barium in the TCLP leachate is similar to or an order of magnitude higher
than the concentrations observed in groundwater samples (Figure 4g).
2.2 Surface Water
2.2.1 Surface Water Flow
Surface water flow was measured at 15 locations within the mine permit boundary in May and
June 2019 (Figure 1). Measured stream flow ranged from more than 10,000 gallons per minute
(gpm) to less than 1,000 gpm on larger streams (FM-1 through FM-6) and smaller tributaries
(Weir-1 through Weir-9), respectively (Figure 5). Rainfall occurred prior to and/or during both
measurement periods, thus, neither of the measurement events appear to represent baseflow
conditions.
Dewatering for removal of resource from mine pits intercepts water that would naturally enter
nearby streams and may cause or increase the flow of water from the streams to groundwater.
Groundwater removed from mine pits during dewatering will be discharged to settling ponds
prior to controlled release through permitted outfalls. After release, the water may flow out

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality
Data Comparisons
through streams or wetlands or infiltrate into the groundwater system. The current operations
plan has no more than two pits actively mined simultaneously. Dewatering discharge will be
monitored through National Pollutant Discharge Elimination System (NPDES) permitting and
compliance. Dewatering rates were estimated with groundwater modeling described in the
Technical Memorandum — Groundwater Model (HDR, 2021 b) and are shown in Table 2.
Dewatering rates range from 575 gpm in the first year South Pit is operating to 2,000 gpm in
year 12 when both East and West Pits are being mined.
Table 2. Model Predicted Dewatering Withdrawal Rates (HDR, 2021a)
Pumping Rate (gpm)
Model Year
South Pit
East Pit
50
West Pit North Pit
Total
1
525
575
2
975
1,225
2,300
3
725
775
1,500
4
25'
1,025
1,050
5
751
950
1,025
6-10
N/A2
1,250
1,250
11
N/A2
1,575
1,575
12
N/A2
1,050
950
2,000
13
N/A2
0
500 850
1,350
14-16
N/A2
N/A2
1,0753
1,075
2.2.2 Surface Water Quality
There were no exceedances of NCDEQ surface water standards 15A NCAC 02B (213
Standards) during surface water sampling events between August 2018 and February 2020.
The range of concentrations of constituents in surface water samples are shown in box and
whisker plots (Figures 2a through 4n). Phosphorus, lithium, and manganese concentrations
shown in Figures 4n, 4i, and 4e, respectively, were generally higher during the warm season
(May 2019 through October 2019). Chloride concentrations oscillated with the highest
concentrations occurring in November 2019 (Figure 41). Sulfate concentrations were highest
during the cold months with the highest concentrations occurring in December 2019
(Figure 4m). The highest pH values occurred in June 2019 and the lowest in February 2019
(Figure 4a). Arsenic and fluoride were not detected in any of the surface water samples.
2.3 Comparison of Groundwater and Surface Water Quality
PLCI anticipates pumping groundwater from the mine pits to settling ponds prior to release to
streams through permitted outfalls. Characteristics of the groundwater (dissolved oxygen,
turbidity, pH, temperature, and constituent concentrations) may change depending on the length
of time water is retained in the settling ponds. Thus, comparison of the average and range of
concentrations for selected constituents with detections in both groundwater and surface water
is appropriate to evaluate if groundwater discharge to surface water may affect surface water
quality (Table 3).

Piedmont Lithium Carolinas, Inc. I Technical Memorandum - Evaluation of Mine Pit Operations on Water Quality
Data Comparisons
Table 3. Comparison of groundwater and surface water samples
Average
Maximum
Minimum
Constituent
Groundwater Water Surface
Groundwater Water Surface
Groundwater Surface
Water
Turbidity (NTU)
5.62
9.21
64.60
21.30
0.17
3.04
DO (mg/L)
4.58
10.47
9.09
26.75
0.14
6.23
pH
8.12
7.08
11.97
8.67
5.87
6.17
Temperature (°C)
16.38
14.18
20.50
22.00
12.00
6.10
Manganese
(pg/L)
16.92
46.78
65.50
161.00
5.00
6.50
Lithium (pg/L)
Chloride m /L
229.05
16.73
1370.00
3.30
45.90
5.70
30.50
6.40
1.58
3.70
1.00
2.20
Sulfate (mg/L) 4.65 2.22 19.40 3.90 1.00 1.00
Box and whisker plots comparing constituents that were detected in both groundwater and
surface water samples are shown in Figures 4a through 4n. Comparison of these data indicate
the following:
• Manganese and barium concentrations are typically higher in surface water compared to
concentrations in groundwater (Figure 4e and 4g, respectively). The concentration of
manganese in most groundwater samples is below the 2L Standard. Barium
concentrations are well below the 2L Standard. Discharge of groundwater to steams is
not expected to raise concentrations of manganese or barium in the streams.
• Lithium concentrations are lower in surface water compared to groundwater (Figure 4i).
Discharge of groundwater directly into streams would not raise lithium levels above the
standards. However, dewatering of mine pits will intercept groundwater that would
naturally discharge to streams and may cause or increase water to flow out of the
streambed into the ground.
• Chloride concentrations are similar for both groundwater and surface water and are
below the 2L Standard (Figure 41).
• Sulfate is also present in both the groundwater and surface water at concentrations well
below the 2L Standard. Groundwater has a higher range of concentrations of sulfate
extending both above and below the range of sulfate concentrations in surface water
samples.
• Arsenic, chromium, lead, and fluoride were detected in a few groundwater samples but
were not detected in any surface water samples (Figures 4b, 4c, 4d, and 4f,
respectively). Some groundwater samples exhibited concentrations of arsenic,
chromium, lead, and fluoride above the 2L Standards. Eight out of 120 samples had
detections of arsenic. The number of detections for chromium, lead, and fluoride were
also small relative to the number of samples collected. Groundwater is naturally
discharging to streams on the Site and does not cause elevated levels of these
constituents in the stream water. Discharging groundwater pumped during dewatering is
not likely to raise concentrations of arsenic, chromium, lead, and fluoride in stream
water.
• Cadmium, mercury, and selenium were detected in groundwater samples but were not
detected in any surface water samples (Figures 4h, 4j, and 4k, respectively). Cadmium

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality
Conclusions
concentrations in all groundwater samples were below the 2L Standards. Selenium was
only detected in the one sample collected from MW-5 after well construction (August
2018 event) and is likely not a constituent of concern at the Site. Mercury was only
detected in three groundwater samples during one sampling event and is likely not a
constituent of concern.
• The average pH and the range of values of pH of groundwater samples is higher than
that of the surface water samples.
3 Conclusions
Comparison of groundwater and surface water quantity and quality data, as well as TCLP
testing results, yield the following conclusions regarding potential effects of mine pit operation
on water quantity and quality within the mine permit boundaries:
• Groundwater levels appear to have a seasonal variation with fluctuations ranging up to
10 feet. Groundwater geochemistry also fluctuates and loosely follows a seasonal
pattern.
o Phosphorus, lithium, and manganese concentrations were generally higher
during the warm season (May 2019 through October 2019). Chloride
concentrations oscillated with the highest concentrations occurring in November
2019. Sulfate concentrations were highest during the cold months with the
highest concentrations occurring in December 2019. The highest pH values
occurred in June 2019 and the lowest in February 2019.
• Based on modeled dewatering rates, the maximum decrease in baseflow is predicted to
occur in Beaverdam Creek below the confluence with Little Beaverdam Creek during
dewatering plan years 14 through 20 (end of year 20) when the combined West and
North Pit is being dewatered and groundwater is flowing back into East Pit (HDR,
2021 b).
Groundwater is naturally discharging to streams on the Site and does not cause
elevated levels of naturally -occurring constituents in the stream water. Discharging
groundwater pumped during dewatering is not likely to raise concentrations of arsenic,
chromium, lead, and fluoride in stream water. Comparison of groundwater and surface
water quality indicates the following.
o Discharge of groundwater to steams is not expected to raise concentrations of
manganese, barium, chloride, or sulfate in the streams.
o Lithium concentrations are lower in surface water compared to groundwater.
Discharge of groundwater directly into streams would not raise lithium levels
above the standards. However, dewatering of mine pits intercepts groundwater
that would naturally discharge to streams and may cause or increase water to
flow out of the streambed into the ground.
o Arsenic, chromium, lead, and fluoride were detected in a few groundwater
samples, but were not detected in any surface water samples. Eight out of 120
samples had detections of arsenic. The number of detections for chromium, lead,
and fluoride were also small relative to the number of samples collected.
Discharging groundwater to streams is not likely to raise concentrations of
arsenic, chromium, lead, and fluoride in stream water.

Piedmont Lithium Carolinas, Inc. I Technical Memorandum — Evaluation of Mine Pit Operations on Water Quality
References
PLI plans to dry -stack non -hazardous mine refuse streams of native overburden,
concentrator tails, and analcime tailings and/or use the refuse to backfill mine pits for
reclamation (MMA, 2019). The results of the TCLP analysis indicate that the analcime
tailings do not qualify as toxic hazardous waste (HDR, 2021 a). TCLP testing did not
result in mobilization of arsenic. Precipitation and native groundwater will fill the porous
space around refuse used to backfill mine pits. Native groundwater has a higher pH than
the fluid used in the TCLP analysis. Geochemical reactions may differ from reactions
that occurred in the TCLP analysis.
4 References
HDR, 2019. Technical Memorandum Groundwater Model. Prepared for Piedmont Lithium. July
2, 2019.
HDR, 2020. Technical Memorandum Water Quality Testing. Prepared for Piedmont Lithium.
March 20, 2020.
HDR, 2021 a. Technical Memorandum Toxicity Testing of Lithium Hydroxide Conversion Plant
Tailings. Prepared for Piedmont Lithium Carolinas, Inc. August 26, 2021.
HDR, 2021 b. Technical Memorandum Groundwater Model. Prepared for Piedmont Lithium
Carolinas, Inc. August 27, 2021.
MMA, 2019. Summary of Waste Rock and Process Tailings Geochemical Assessment and
Addendum Report: Result of Humidity Cell Leaching Tests. Prepared for Piedmont Lithium,
Inc. December 2019.
North Carolina Department of Environmental Quality. Arsenic — Naturally occurring Arsenic in
Groundwater. https:Hdeg.nc.gov/about/divisions/energy-mineral-land-resources/north-
carolina-geological-survey/geologic-hazards/radon-arsenic
PJ Sajil Kumar, 2017. Fluoride in Groundwater — Sources, Geochemical Mobilization and
Treatment Options. February 20, 2017.
United States Geologic Survey, 2021. https://www.usgs.gov/mission-areas/water-
resources/science/arsenic-and-drinking-water?qt-science center objects=0#gt-
science center objects

F
Site-7 North Pit
I'
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jim
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PIEDMONT
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y.
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iatw-a"
LEGEND
Concentrate Operations Boundary (1260 ac.)
Planned Pits
Y
* Dewatering Discharge Pond
❑ Model Predicted Flow Locations
o Pumping Well
Monitoring Well
Observation Well
,5� Surface Water Collection Sites
C. Stream Flow Measurements
Tributary
Beaverdam Creek
Little Beaverdam Creek
0 Feet 2,500
s s
_I� u
SAMPLE LOCATION MAP
PIEDMONT LITHIUM
FIGURE 1
TECHNICAL MEMORANDUM: WATER QUALITY TESTING

Piedmont Lithium I Technical Memorandum — Toxicity Testing ���
Figures.
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PIEDMONT
►IT"JUM
F)I
796
0
E
794
■
c
792
•
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v_
■
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v
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788
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v
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6'v ��� �� ��� b\" KV �KV \'' CS',b\"
Groundwater Elevations
August 2021
Figure 2a

ow -is
OW-11D
756
756
LA
E 754
•
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0 •
• GVVElevation
C
!
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�
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•
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av
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PIEDMONT
LITHIUM
F)I
Groundwater Elevations
DA7E
August 2021
FICAA;E
Figure 2b

PLI Groundwater Monitoring Wells (Bedrock)
c;40
Median
1
1 %,
ff CC
L511/6,7.] %
9%-91 %
}�
V outliers
so U
780
760
Elm
l)'i•;-ID O -2D IYIYV-1 IYIYV-C M V-J IYIYV-4 M V-5
Groundwater Elevation
� � Box and Whisker of Groundwater Elevations in August 2021
PIEDP►Ntlwiv F)I the Bedrock Wells Figure 3a

PLI Groundwater Monitoring Wells (Overburden)
755
— Median
9%-91 %
D outliers
750
Q
,4 r
A
V
40
ow -IS OW-2S
Groundwater Elevation
�� Box and Whisker of Groundwater Elevations in August 2021
PIEDP►INIU F)I the Overburden Wells Figure 3b

12
10
c 9
7
5
5
pH in Groundwater and Surface Water
I 0 0
o o �
T T G +
T I 0 T
I 1 1 I 1 1 I I T T
I 1 1 I 1 1 I I 4 I
1 I 1 I T
FI FI FI I
1 I 1 I I I I
1 I 1 i I I I
1 I 1 I I I I
1 I I I I
+ + +
+ +
0 I
Groundwater
Surface Water
Aug Apr Jun Jul Aug Sept Oct Nov Dec Jan Feb Feb Mar Apr May Jun Jul Aug Sept Oct Nov Dec Jan
201E 2019 2019 2019 2019 2019 2019 2019 2019 2020 2020 2019 2019 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020
Date
PIEDMONT
►Ntl IUM
F)R
Box and Whisker of pH Levels in All Wells or All
Stream Sampling Locations for Each Sampling Event
J Median
T !�
5 °14-75 %
9%-91 %
O outliers
NDAD Standard
August 2021
Figure 4a

103
102
10°
Arsenic Concentration in Groundwater and Surface Water
MW-5 Groundwater
T
I
I
I
I
I T
I I O
I + + I
x x x x x x x x x x
Surface Water
Arsenic was not detected in any surface water samples.
Aug Mar Apr Jun Jul Aug Sept act Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sept Oct Nov Dec Jan
2018 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020 2020 2019 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020
Date
PIEANT
►NtHIUM
F)I
Box and Whisker of Arsenic Concentration in All
Wells or All Stream Sampling Locations for Each
Sampling Event
Median
+
I]},
ff ff
%-91 %
outliers
X
TCLP
NCAC Standard
August 2021
Figure 4b

U
1os
102
10'
100
MW-5
Groundwater
Chromium Concentration in Groundwater and Surface Water
Surface Water
Chromium was not detected in any surface water samples.
Aug Mar Apr Jun Jul Aug Sept Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sept Oct Nov Dec Jan
2018 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020 2020 2019 2019 2D19 2019 2019 2019 2D19 2019 2019 2019 2020
Date
PIEDMONT
►Ntl IUM
F)I
Box and Whisker of Chromium Concentration in All
Wells or All Stream Sampling Locations for Each
Sampling Event
Median
25 °14-75 %
9%-91 %
outliers
— NOAO Standard
August 2021
Figure 4c

4(1
020i
0
ivi vv-.-)
l
1
1
1
1
Groundwater
Lead Concentration in Groundwater and Surface Water
X
Surface Water
Lead was not detected in any surface water samples.
Aug Mar Apr Jun Jul Aug Sept Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sept Oct Nov Dec Jan
2018 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020 2020 2019 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020
Date
Median
+ it,
5 °10-75 %
9%-91 %
outliers
NCAC Standard
DATE
Box and Whisker of Lead Concentration in All Wells August 2021
PIEDMONT FDIor All Stream Sampling Locations for Each Sampling F'
LITHIUM Figure 4d
Event

Manganese Concentration in Groundwater and Surface Water
180
i
I
160
Groundwater
�
Surface Water
—
Median
+ it,
5'/o--75 %
10
L
outliers
X TDLP
— NOAO Standard
120
L
L
D
4
�
T
J
100
L
I
I 0
L
!
I
1
g0
L
L
!
!
I 1
I 1
—
0
L
!
I 1
O
0
!
!
I 1
1 1
0
60
L
�
T
0 I
I
O
I
+
I
I
+
1
1
40
T
0
I
0
I
4- 4—
0
I
I T
I
1
20
I
I
+
F IF-
I 0+
1
I-V7
H0
F
x
F
F i
=
-4�-j
Mar
Apr
Jun
Jul Aug Sept
Oct Nov
Dec Jan Feb Mar
Apr May
Jun
Jul
Aug
Sept Oct
Nov
Dec Jan
2D19
2D19
2019
2019 2019 2019
2019 2019
2019 2020 202D 2019
2019 2019
2019
2019
2019
2019 2019
2019
2019 2020
Date
PIEDMONT
LITHIUM
F)2
DA7E
Box and Whisker of Manganese Concentration in All August 2021
Wells or All Stream Sampling Locations for Each FIU'`
Figure 4e
Sampling Event

U
2._
0.5
0
Fluoride Concentration in Groundwater and Surface Water
O
Groundwater
❑ ❑
G O O
O
r
I
T 1
I I I T 1 I T
I I I 1 I I T I
I I I 1 I I I I
I I I 1 I I I I
T I I I 1 I I I I
1 1
1 1 i i 1 I I I
+ f f f
1 I I I I
Surface Water
Fluoride was not detected in any surface water samples.
Aug Mar Apr Jun Jul Aug Sept Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sept Oct Nov Dec Jan
201E 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020 2020 2019 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020
Date
PIEDMONT
►Ntl IUM
F)3
Median
T �f
25 %- 75 %
9%-91 %
outliers
NOAO Standard
Box and Whisker of Fluoride Concentration in All August 2021
Wells or All Stream Sampling Locations for Each Figure 4f
Sampling Event

Barium Concentration in Groundwater and Surface Water
10
MW-5
Groundwater
Surface Water
Median
r �f
i
5%-75%
i
9%-91%
i
O
Q outliers
TLP
NCAC Standard
10
i
i
_
J
`ax
!
i
3
i
i
c
! p o O
10
i i
+ +
i I0
4— 4-
+ + + +
10�
Aug Mar Apr Jun Jul Aug
Sept Cct Nov Dec Jan
Feb Mar Apr May Jun
Jul Aug
Sept Cc[ Nov
Dec Jan
2018 2019 2019 2019 2019 2019
2019 2019 2019 2019 2020
2020 2019 2019 2019 2019
2019 2019
2019 2019 2019
2019 2020
Date
Box and Whisker of Barium Concentration in All August 2021
PIEDPAONT 1NIMr���t F)3 Wells or All Stream Sampling Locations for Each Figure 4g
Sampling Event

Cadmium Concentration in Groundwater and Surface Water
2
Median
Groundwater
Surface Water
+ it,
51/o--75 %
9%-91 %
outliers
NCAC Standard
J
MW-5
�
0
p
c
0
T
I
I
I
Cadmium was not detected in any surface water samples.
I
I
I
0,
Aug Mar Apr Jun Jul Aug Septr Oct Nov Dec Jan Feb
Mar Apr May Jun Jul Aug Sept Oct Nov Dec Jan
2018 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020 2020
2019 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020
Date
PIEDMONT
LITHIUM
F)I
DA7E
Box and Whisker of Cadmium Concentration in All August 2021
Wells or All Stream Sampling Locations for Each F'
Figure 4h
Sampling Event

Lithium Concentration in Groundwater and Surface Water
gn
1Qs
D
0
0 0
T
T
I
I
!
TI
I
I
T
I
i
I I
I I
I
I
i
!
! I
Surface Water
I
I
I
I I
I
! I
—Median
I
I
! I
I
I I
I
I
! I
T {r
I
I
!
I
II I
I
I
I I
5%-75%
I
+
I [
I
! !0
outliers
J
�7
C
D 102
c
I
I
I
I
G
O
p
O
O
Q
D
O O
0
D
T
I
T
I
0
I 0
D
O
G.
!
i I
I
]
! T
Q
a
Groundwater
1
�
I
!
I
I
1
�
101
Mar
Apr
Jun Jul
Aug
Sept Oct
Nav
Dec
Jan Feb
Mar
Apr
May
Jun
Jul Aug
Sept
Oct
Nav Dec
Jan
2019
2019
2019 2019
2019
2019 2019
2019
2019
2020 2020
2019
2019
2019
2019
2019 2019
2019
2019
2019 2019
2020
Date
Box and Whisker of Lithium Concentration in All August 2021
PIEDMONT
Wells or All Stream Sampling Locations for Each FIG_=
111CM1i1�1 Figure 4i
Sampling Event

0.35
0.3
L 0.25
@N
0.15
0.1
Mercury Concentration in Groundwater and Surface Water
0
Groundwater
Surface Water
Mercury was not detected in any surface water samples.
Apr Jun Aug Sept Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sept Oct Dec Jan
2019 2019 2019 2019 2019 2019 2019 2020 2020 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020
Date
PIEDMONT
LITHIUM FDI
Box and Whisker of Mercury Concentration in All
Wells or All Stream Sampling Locations for Each
Sampling Event
Median
+ !L
25 °10-75 %
9%-91 %
outliers
DA7E
August 2021
FICAA;E
Figure 4j

30
25
J 20
U 15
10
Selenium Concentration in Groundwater and Surface Water
MW-5
Groundwater Surface Water
T
I
I
I
I
I
I
I
Selenium was not detected in any surface water samples.
I
I
I
I
I
Aug Mar Apr Jun Jul Aug Sept Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sept Oct Nov Dec Jan
2018 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020 2020 2019 2019 2019 2019 2019 2019 2019 2019 2019 2019 2020
Date
PIEDMONT
►NtHIUM
F)I
Box and Whisker of Selenium Concentration in
All Wells or All Stream Sampling Locations for
Each Sampling Event
Median
+ IL
25 °1�-75 %
9%-91 %
outliers
NCAC Standard
August 2021
Figure 4k

Chloride Concentration in Groundwater and Surface water
10
Median
Groundwater
Surface
Water
+ ff
5%-75%
%-91 %
outliers
NOAO Standard
10`
J
E
C
D
C
0
C
f_7
101
Q•
I
10 �L
1
I R f 1
11 1- 1
-1
Aug Mar Apr Jun Jul Aug Sept Oct Nov Dec Jan Feb
Mar Apr May Jun Jul Aug Sept Oct Nov Dec Jan
2018 2019
2019 2019 2019 2019 2019
2019 2019 2019 2020 2020
2019 2019
2019 2019
2019
2019 2019 2019 2019 2019 2020
Date
Box and Whisker of Chloride Concentration in All August 2021
PIEDMONT 111rIMri�1 Wells or All Stream Sampling Locations for Each Figure 41
Sampling Event

Sulfate Concentration in Groundwater and Surface Water
Median
Groundwater
Surface Water
+ !],
5 %
A51/1w-.7
7%-9 1 1 %
outliers
NCAC Standard
102
J
E
-
/ MW-5
c
0
0
U
101
1 D
0
0 O
T
Q
T
1
Q
0
+
1
+
,
+
1
I
1
1
+
+
+ +
+
+
I
I
+
1
1
I
1
17
+
1
0
0
G
1
100
1
I
I
1
1
Aug Mar Apr Jun Jul Aug Sept Oct Nov Dec Jan Feb
Mar Apr May Jun Jul Aug Sept Oct Nov Dec Jan
2015 2019 2019
2019
2019 2019 2019
2019
2019
2019
2020
2020
2019
2019
2019
2019
2019 2019 2019
2019 2019
2019
2020
Date
PIED�� Box and Whisker of Sulfate Concentration in All August 2021
111rIMri�1 Wells or All Stream Sampling Locations for Each Figure 4m
Sampling Event

Phosphorus Concentration in Surface Water
CIA G
O
T
I
I
Median
'-' ..I 4
I
+ pt
9%-91 %
outliers
c.I2
J
E
0.1
c
0
C
O
c
cD
4.48
I
0
I
4.46
I
I
I
I
-
I
T
+ I
I
I
1
0.44
I
I
I
I
+ 1
Q
Q O
0
0
0.02
February March April May
June July August September
October
November December January
2019 2D19 2D19 2419
2019 2019 2019 2019
2019
2019 2019 2020
Date
PIEDMONT
►Ntl IUM
F)l
Box and Whisker of Surface Water Quality Data
August 2021
Figure 4n

12000
10000
8000
CL° 6000
: 4000
2000
0
(a)
Measured Surface Water Flow
1111111- -- 11 - -- - - --
■ 5f 15f2019 - 5/15/2019 0 6/11/2019 - 6f 15f2019
PIEDMONT
►IT"JUM
F)I
12,000
10, 000
8,000
CL
° 6,000
0
,i 4,000
(b)
2,000
0
Model Predicted Baseflovwr in Streams
IIIIIIII
Steady 1 2 3 4 5
State Model Year
6-10 11 12 13 14-20
■ Beaverdarn Creek above Confluence ■ Little Beaverdam Creek
■ Beaverdam Creek Below Confluence ■ Unnamed Tributary
Measured and Modeled Stream Flow
August 2021
Figure 5

Piedmont Lithium I Technical Memorandum — Toxicity Testing ���
Figures.
This page intentionally left blank.

This page intentionally left blank.

FN
440 S Church Street, Suite 1000
Charlotte, NC 28202-2075
704.338.6700
hdrinc.com
© 2021 HDR, Inc., all rights reserved

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix B — Site/Mine Map
Appendix B — Site/Mine Map

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix B — Site/Mine Map
This page intentionally left blank.

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!/u/ Tr r / ; �s�`- - - -.-.. .. � +. / '. f ', h.'` . ,�����,,, _ NORTH PIT HAUL ROAD �.. .� ` � .. _
A-X+
WETLAND AREA6 �� ....-___ ,�j V / / �s o__ _... ....., - �I ,' , , _ +.
AR FLooD zoNE _ B WASTE ROCK PILE V� ' �� / WHITESIDES ROAD CROSSING cs ,y - + 98 OO� -
.;,1.13ACREs _ t ! I SEE APPENDIX B µ\, - 4 I 'I o v-/- �` C_ I- -_ -1 V� / \ - ! i o _
SUBJECT PROPERTY LINE (TVP)- _-..�� �� / - a �,.� '�i / )C ❑/
}}t t 5 C58�1� / sT-z0
,1.
_ _ • . / r ''
• � l C-18 WETLAND AREA? � , 1 a ++ ,,� _, ` �� \ `...
,, � 1, A WP PIT POND , / ...+a _;;-':,.-- + \ I .
100 VEARFLOOD ZONE � ^318 \, � � ' 1.53 ACRES - ,
OB-15. �-•'j e I �G. &� :e ,.- v, �_ _ [ / ' C, 16- c-7 /� a.. + �. --'/ - - , �.
w p � �j �y
0 SB-1 I I /. 1 ♦ U L ? \ o V - -
, " j
I
63
v % .�I r/ WEST PIT -;� B 11 \ / _ > o _ o
°
v
\ k CS a i C717t
,, v' ,. / .. � , �l .. _ �4 o �� _. SEE APPENDIX D v L,� � ��
�, �A i �, = •; �� 1
32 I i' 61 o w
v / I EMULSION STORAGE „ i _ . , III III �� OB-10 - -
III -
i •
/ ND BULK TRUCK PARKIN - „ „ ? i /" S '
TOPS
.` � '
/, I :: X " J , / i l i , �� STORAGEOIPILE - .�
~� a
AREA SEE APPENDIX B / � `� MAGAZINE LOCATION � '` `�
1\1F / \ o
/ --�., _ 101 LEGEND .� Pc2,� II „� `v� L Ga yv -;� EE APPENDIX B
CONCENTRATE PLANT/CONVERSION PLANT r - ����
CONVEYOR ACCESS ROAD NO. 2 � � �, / �" ", e' � ! � ` � k P � � , �'+_, + �_, �� ��� � �� \ -1 2 1 _.
-.-_- \ � _ ., o mil, � . ..� I I \ / u.xa ncc - � � � - ST-14 \\ _-- M 1 �
o L r v;, �; ST-,H+ ST_\ I A 100 Y LAIN
C4 I� --� / I / -,� �a �� C10
I Ii -5 v�� - ���.�_ x- DELINEATEOD WETLANDS
1090'0 X' * e „ -- C 9 MAIN HAUL ROAD
k1' - A 11 v 4 7 v ' i „ o - - - -
o
ziii
c _
O . I \ - � : i ,J/ o1 d it q .� "` soo - f � � / DELINEATED WATERS
1 ,• :: ��
�- �� a 9 , , ,/ P
i t C67
' '' �� v `` +. �, as"+a•++++ WP-PIT PONQ,` :;ill ST-1 , �_
41. T¢" a ST-19 � R
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PROPOSED CONTOURS
_ _ �� s
�;i v
61 - - 59 / v. j :�. _ >, ..� moo; �R°A°I,� Er,.° ��; ST-,6 --,
�' EXISTING CONTOURS
6 sourH PIT HnuL Rono�! g U` i�� /
1 >
F3
/ � a I
ADJACENT PROPERTY OWNERS 1 ( /' - + }\
>li
:��, % SING 'y.,,- a° �� 103 _ y' _ / izsTR +M cRos No. c ,Pi ` I ®� SCREENING BERMS
MAP ID PID NAME ADDRESS MAP ID PID NAME ADDRESS \ / �� 'i ,.�� - \� \ I i / /�,/� / Dt I r 1L/ -
lr �/�- \: /..= y ® GROUNDWATER WELL LOCATIONS
P.OBOX1578 60 159648 LINDA CCOTONGHAM&DONALDDWIGHT 2331 CROYDON RD 'I I I t � i , - `µ r +++1, EXISTINGSTREAMCROSSING ,e � it O
A n!a DR. KIM EAGLE, Ph. D., COUNTY MANAGER ` �-. 318 j // - 1 / : a,
y c
GASTONTA, NC 28053 CROCKER CHARLOTTE NC 28207 I, ,�' ,' ' \ � / ! 7 c ( � f ! � % � I / S} � \
160 WILL KISER RD 61 159649 LINDA C COTTINGHAM & DONALD DWIGHT 2331 CROYDON RD WAS E R06R P I ,-'� I ( --- .✓ > ,,. - � r. / � - / - /'
� I 1 i I �/� I , . OBSERVATION WELL
1 157871 REEVES & PATRICIA L BLACK DOUSE, NC 28033 CROCKER CHARLOTTE, NC 28207 < f, --- �;, ` - ' " -' I ./ ! I----
') ? 5 Jc ++ r - - , / / ,�-° •
150 WILL KISER RD 1527 ST MARKCHURCH RD ENTR CE r - ----__ . a a - ___ / ' �° /` II, 1 ,�, _/ _ +__a �\
CROUSE NC28033 CROUSE,' NC28033 �� ., � �c ` " • Q ''•a � „' �� / 0 ROAD CLOSURE
2 157872 CANNY R BLACK 62 159683 KIM & RICKEY D HENLEY- - ' � a / � ,. _
970 HEPHZIBAH CHURCH RD 607 ANTHONY GROVE RD _ '�--�y7� 7 - _ I - -a'a / __ / _ NEAREST � CUPIED DWELLING - ! _ __83
3 157876 STACEY L REEVES C/O ALISON REEVES 63 159785 THOMAS L & IVA C BRADLEY CROUSE, NC 28033 V _ - / O '�''" >� _ _ �� / X X -FOOT FENCE LINE
cRousE, NC zao33 �_ �� - *"_' / / ,/ _ 318 ft. S /��
210 WILL KISER RD 1733 HEPI-IZIBAH CHURCH RD - - - -- _-,'/ _ _ _ y - ^• _ / ° - -- _ . ,I, -' -- _ - I� / / ��
4 157877 BRUCE E & GARY S KISERNC , _�_ " ` "-` - - / - . _ -^' _ + .� .,a, a a a �� .-_ .. - - ! �/ �/ yy
CROUSE,6100ENTAIL
BESSEMER CITY, NC 28018 LO ING GATE __ __ r - _ '" �_ -- _z -, a a �+ �� V , / - t I ,�-X-X-/X� ROM PAD BERM
5 157917 CLAUDE H ADERHOLDT HEIRS K RI PINTAIL RD 65 160763 BRENDA HOPPER 1E HAY DR -- - -. / / - - + t-
64 160752 TERRY SCOTT LINEBERGER 4117 MOUNTAINVIEW STREET �� __ � _. _ \',. 11 � \� A ,� �� � / � X-/ �_ SILT FENCE LOCATION
OAK RIDGE, NC 27310
6 157933 DAVID P & ADA B CABANISS --- - V - _ . . . ,. , " p t TY, NC
PO BOX361 � _ __
GROUSE, NC 28033 66 160764 KARENCARRINGER HAY LIFE EST BEGASMONIA�NC205616 �,.� _ -- _�� _ __A -�- - _° /J �' ! 1• - -- SOUTH PIT a + '"'" - _ _ { \ / �� �.
7 157945 GAR -MAC DAIRY INC 3548 CROUSE SCHOOL RD 67 160765 BILLY D 8 DOROTHY SANSING BRADY 207 HAY DR �� \ - - \ -- - �,,------_--_ _/ �/ I 0 . • SEE APPENDIX D - "L /� � '- , f `., b , ' R
CROUSE, NC 28033 BESSEMERCIN, NC28016 \\\ -_ _ .. - --- - - '' / \ - - i /f
KAREN H SCRONCE & ROBERT B 104 WILL KISER RD 213 HAY DR o _ I -- _
68 160766 BRENDA H HOPPER _ _ _ �-�
I CONVEYOR WASTE ROCK CO
a 157947 - - � �� _ r i I l �% ' f/- \ ORE CONVEYOR
RICHARGSON GROUSE, NC 28033 BESSEMER GIN, NC 28016 -. ` ° o--. - J � __-_ \\_ - 1 _\�/ I, � ,a,a. M * _..• { / ,. / .. ° � \\, $ i l � � �I
c \ I /
9 157950 JEFFREY A OXENDINE 114 WILL KISER RD SANDRA H WRENN CIO SANDRA W 1408 LABORATORY RD o "-� -�-_ ' - * /�� '
69 ,60767 ° \ -- r -- �� f,-_ ----��-----"- > ' ' ° i I _ CONCENTRATE PLANT /CONVERSION
GROUSE, NC 28033 RICHARD LI399411 FALOSTON RD ,/� a° _ _ _�__ _ L _ SP-PIT POND ++ ++++ `_', - ' L \ �I 1
_ �r' ' \
10 157961 MICHAEL J HERREN 825 HEPHZIBAH CHURCH RD 70 160794 LYNDA H HUFFSTETLER O i ° v �r :.- --�-�r� \ -- -� �- / i/ I. X QrS, _ \ �\
SHELBY, NC DT R � t -� y
GROUSE, NC 28033 175ADERHOLDTRD �' 7 //" '�/ ..`+++ - - / \\, \ < PLANT CONVEYOR
PO BOX 824 71 160800 JAMES EDWARD & DIANE WIGGINS GOINS CZ . 0 -.I _ - 1�L. -� \ - �____ _ __ _--_-_ ......�°..... '-'�,, '.` 'r'1 -x + . J i \ �J-_ r
11 157962 DAVID HOWE BESSEMER GIN, NC 26016 - 68. / ' } •^_ - / '`'"'.-\
MAIDEN NC28650 - - __ _ O --- ____ \�.__---- .::I • 53 ! , ,_ �' f I � o BUILDING / STRUCTURE
175 ADERHOLDT RD _ ' _
917 HEPHZIBAH CHURCH RD 72 160802 JAMES EDWARD & DIANE WIGGINS GOINS _ o o �' _
12 157963 MICHAELSHANETHOMPSON BE
., �\ --� \ `' (, - �� 104 GROUSE, NC 28033 _ - � ' , �-. �� . .
73 198233 - - _-. ++., . -? /'1 r _ o 1 \ .
13 157985 BRUCE E & GARY S KISER 210 WILL KISER RD VANCE ALLEN KIRBY & DEBRA S 312 HEPHZIBAH CHURCH RD '�� ---- a ° � � �,, � � � � �---- � � V� \!
CROUSE, NC 28033 - '^._ �., `•...,- ��_ -. 1 ;� -. -- .:� EP-PIT POND , , _ - - ,; .0. \\ / � I � , ® EXTENTS OF MINE PITS
14 157989 HERMAN DENNIS & JANICE D KISER 752 HEPHZIBAH CHURCH RD KEMPSTON GROUSE, NC 28033 \ ` �.., \
CROUSE, NC 28033 ; ' ,,, •o _ /;; AND EXCAVATION
74 198234 GEORGE BENNETT ALLEN 2552 LINCOLNTON HWY ° >\ M / r
CHERRYVILLE, NC 28021 J I l 6 �\ \
PO Box 32s �� -- o o j' -
1835ST MARKS CH RD 75 199245 GROVER BRADFORD HAY < o '\ PROPOSEDBERM - 0T( i, I
15 157990 MICHAEL CARL & GAIL COOK BRACKETi KINGS MOUNTAIN, NC 28086 Q - - --- \\ - _ I' // __4 _ `� \ \.. _ FOR DRAINAGE AREAS SEE SHEET 8 OF 34
GROUSE, NC 28033 111 OAKLEY LN o ---- - --- / _ -` ---___ / \ , 4 t: .. , // / _ `, ( )
EAST PIT /
1843 ST MARKS CH RD 76 200341 LEIGH ANN CARPENTER PRUITi �� *- _ O \ -,'' ' / ' ' 1 ! SEE APPENDIX D - \\ - - - *,
-�
16 157993 JOHN B HOLLAND CHERRYVILLE, NC 28021 y '
GROUSE, NC 28033 - o __ i \ \ \ _ a i \ . \.. , / O 1
17 15BO26 TRUTH AND TRUTH BAPTIST CHURCH GROUSE, NC 28033
1823 ST MARKS CHURCH RE)\ ADJACENT PROPERTY LINE
LINCOLNTON, NC 28093
2724 LOCO NTBOX ON HWY 77 200506 CARLOS A & SUSAN D TRAVERIA 1821 SAINT MARKS CHURCH \ ,� / , � 'I _ -___-» \ - - -- ,` -,'- +0/ / - „� - , 15 18 158031 JOHNNY S & TONYA DENIE WRIGHT 78 202854 NANCY CSOKA ROAD ' ' ADJACENT PROPERTY OWNER
CHERRYVILLE NC 28021USE, NC 28033 (' o I � '' .. 1
19 158033 VANCE ALLEN KIRBY & DEBRA S 312 HEPHZIBAH CHURCH RD 1314 SRT MARKS CHURCH RD /,� ---___�-_ I \� i \� i�- '"" =� �'` / a+ `\ 1, " �/
I �' / E �0 DIRECTION OF SURFACE FLOW
KEMPSTON RPO BOX11698 79 205244 TAD F & EVA S TILLMAN ° O `�, \ � \ / �i,' .1 �� 000 GROUSE, NC 28033
20 158035 TRUTH AND TRUTH BAPTIST CHURCH 1314 ST MARKS CHURCH RD - , _ FLUME
LINCOLNTOX NC 28093 80 205453 TAD F & EVA S TILLMAN I \ \ \ ( 1
P O BOX 30008 GROUSE, NC
CDT R ° '' \ \ \ t \ \ `� - ;� .� ; �/ I _- __ _ __ _ i\ , II .:� -
21 158049 TRI COUNTY FARM SUPPLY INC PRO 925 ADERHOLDT RD - -, \ O D - e , - --` -- _ • !' /
CHARLESTON, 45 29417 81 206528 LINDA FRIDAY &JAMES BAXTER III BENNETT , _ \ - -- 1-----------1
PO BOX 2450 LINCOLNTON, NC 28092 O p ti � �> � t +
1�
1 - , - UNDERDRAIN
22 158058 PRO REAL ESTATE LLC /�y \ -� --
PAWCAH KY 42002 82 206529 LINDA FRIDAY &JAMES BAMER III BENNETT 925 ADERHOLDT RD � / , \ � �I // � - 0 . , �� � \ �_____..___. _+
UNCOLNTON, NC 28092 1 I I ( I t , \ S)''%�%- `..1
23 158060 J C& SHEILA DREWERY P O BOX 1276 830 LINDA LN r \ i \ J % I" \ \�--•-= ' / ' i j I - ® - -- _ --- p
LINCOLNTON, NC 28092 83 207977 5 PINES FARM LLC CHARLOTTE, NC 28211
- UD-2 UNDERDRAIN LABEL
419 HEPHZIBAH CHURCH RD J I / � _ _ ` i . -
24 158062 LEE THOMAS CLINE BENJAMIN LEWIS & TRACIE KENNEDY 1817 ST MARKS CHURCH RD i-/ I I -- - / _ l DRAINAGE DITCH
i v i � ppp���p
GROUSE NC 28033 84 209200 -O�
DUNIVAN GROUSE, NC 28033 \
412 HEPHZIBAH CHURCH RD I 1 \\_ - --- p _- 54 p / /'
25 158063 DEANA G JONES PO E, X C 28
GROUSE NC 28033 85 209893 ROBERTJJR& MICHELLE M HASENAUER /1 nL \ �% 1 I / / \� O
530 HEPHZIBAH CHURCH RD GROUSE, NC 28033 r I'
26 158071 MYRA PRUETT HOWELL 3638 N HIGHWAY 16 `` � ---- --_ _/" - - 54 ��� � / !�. � ,'! I�
GROUSE, NC 28033 86 210224 HAWKINS FARMS LLC �, / � \ � � - � L ) o � /� o
\ \^ \ / 7 ° <% CULVERT
DENVER NC28037 If - f l °
27 158073 DAVID DEAN SMITH 1040 BAKERS SPRING LN SCHARLFIVE
OTTErNC 28246 �"� - \ 0 ,/, �,, � -_ ---- lye _ - ' ' - ) �' �"` l,�_)
1 �-+
GROUSE, NC 28033 87 212611 SOUTHERN GAINES LLc /.'' \ MINE PIT NSTRUCTION SEQUENCE , / t'� '"; C-12 CULVERT LABEL
PO BOX 1569 _ _ __
28 15BO75 RUTHERFORD ELECTRIC MEM CORP 920 HEPHZIBAH CHURCH RD ''I �' \`.,� �_ ^" SEE NOTES C'1 %t ' I « N - /\ C+
FOREST GIN, NC 28043 88 212612 PONDEROSA E & ERIC E CUTSHAW 033 o 1 / /------- _ - - ,, - / \ ° Q \, o J B-4 SEDIMENT BASIN LABEL
7929 NUNTr ROAD 219ACROUSEED -. - - /' _ - ,c
29 158076 MICHAEL E & TA MARA K COOL 1314 EAST N, N STREET [ % !
yam' `-`q<\ � / �
1030 BAKERS SOH PRING LN CELINA,22 89 212613 GILBERT DEWAR B O419 E 73RD8T C 11 \ °` o� �o l _- - 1" -'-" 0 112 , "< - \ k ° I _ �, ° S_._ ST-11 SEDIMENT TRAP LABEL
30 158077 CALVIN SHAW 2419E 73RD ST -, ..\ o ,, ,; _k-,......- - Y ` ° ', / -' o
BROOKLYN, M/ 11234 J \ ` - �l ` ° /----..- l (-�--
31 159098 MICHAEL N BEAM TRUST 8C CONCORD,
ST 80CROUSE, NC 2 90 212614 ZOYASOUTHERN
GAINES 5�RLIIVE KNOLLSDR6 O / I \ - �� -c I - _ O O ° �®., � _ ! o.'�,
CONCORD, NC 28025 91 212615 SOUhiERN GAINES LLC / 11
� '�� ; / - �� �-��` \ � `' FLOW DIRECTION ARROW
32 159109 CATHI ELAINE F PUTNAM 4505 COVE 5577 FIVE KNOLLS DR \ �\_-' o - /
WILMINGTON NC 28405 92 212616 SOUTHERN GAINES LLC � ��- � - --' ' !' � � �/' ��/ ` --
CHARLOTTE, NC 28226 - - _ � '' � T
,c �52 EROSION AND SEDIMENT
33 159118 R-ANELLHOUSING GROUP LLC CHERRWBILOLE,INC28021 93 212617 SOUTHERN GAINES LLC 5577 FIVE KNOLLS DR a� -� c ° �_ ©- ( ® ;l / '� / CONTROL STRUCTURE
PO ILLS,BOX N 3 NOTES: A, _ - ..,. ; , i --_-`/ \/
34 159119 R-ANELL HOUSING GROUP LLC 1203 ST MARKS CHURCH RD q P 9 stripping - 'c 0 r
CHERRYVILLE, NC 28021 94 214150 ST MARKS EVANGELICAL LUTE CH CHARLOTTE, NC 28226" o J A ,/ 4 - - O CHERRYVILLE, C 2ao21 1. Sequence of d clearing to include stri in of East Pit, South Pit, West Pit, and North ,, y Q,� v,
z15 A OUSE,THONy GROVE RD c RD Pit. Sediment/Erosion control for pit clearing stages to involve placement of super silt PROPERTY CORNER COORDINATES I,NA I ES � � V �� GAJTO N COUNTY PARCEL LINES
35 159121 CHARLES EWVARD BUSH 970 HEPI-IZIBAH
GROUSE, NC28033 95 215159 STAGY LEANNE REEVES GROUSE, N ,c U ASTINGS D.
36 159122 LINDA B BEAM AMND RSTD REV TR 868 CHURCH ST N FL 2 fence (Steel piles) in downSlOpe areas Of pits. ' _� " \-,,.� i " 11 ,, �� O ! CLO ED MINE PERMIT
C R A I T LINE
972 HEPH➢BAH' UR O Ref ID Northing Eastin Ref ID Northing Eastin Ref ID N rthin Eastin - - C l Vl
CONCORD, NC 28025 g6 215160 JEFFREY M & LISA K REYNOLDS 2. Disturbed ground during bridge construction, through the use of Best Management _ 8 B _ B g ._ B g I I � ,;-p�
868 CHURCH ST N FL 2 GROUSE C 280 a_`-` PC1 6037403636 1310415.0679 PC40 607962.5264 1309110.5044 P - / ' _ " (�_
37 159123 LINDA B BEAM AMND RSTD REV TR Practices (BMP) (e.g. sediment fences, erosion control structures, diversion ditches, silt ,, 7723.3766 13 19.0155 , ---- , - i p , o .4R_1 /, _ !� ` W 25 FT MINE PERMIT BUFFER
CONCORD, NC 28025 b LO ING GATE d
3n AD oLor RD fence, and reve elation measures runoff will be intercepted before it is able to reach ° o y I --- o
9711 228TH PLACE SW 97 216652 RANDY CHARLES HASTINGS 9 �+ P / - - -
38 159126 CHARLES EDWARD GILLESPIE BESSEM ITY, INC 28016 the creek. Sediment geld from disturbed areas will be managed b Sediment control "' _ r - ' / ,-�__ . _. 'v- ,, � / -� ' 1 00 FT LOT BUFFER
325 A CLOT RD 1 __ 9 \ / O O
EDMNCS, WA 98020 Y 9 Y
9
1706 ST MARKS CHURCH RD 9e 216654 CATHY H HOUSER structures and temporary and permanent vegetation. Drainage control structures along - -
BESSEM CITY, NC P ry P 9 9 9 � � �`"' _ �" --- n _ I
39 159136 RICHARD JAMES KISER � ' i � l �--� � _.. ______ -
CROUSE, NC 28033 256 FOREST DELLINGER RD with the contemporaneous regrading and revegetatlon of disturbed areas are expected - i 1 - o . \, - �-- .� "- 1 .I ,, �J =c 200 FT STRUCTURES BUFFER
1705 SAINT MARKS CHURCH RD 99 217859 RONNIE J & SUSAN E SUMMEY C6 605223-8678 1308349.2823 PC45 606948.0724 1310396.0706 PC84 505777.5321 1315319. I-1 � 'E A ---- '- - n --
40 159137 PAMELA J WRSA BESSEMER CITY, NC 28016 to prevent the contnbu4ons of suspended solids. All disturbed areas wl,l be seeded as o�. - .i "^
GROUSE, NC 28033 256 FOREST DELLINGER RD 7 605343A776 1308281.8701 PC46 606152.0858 1310652.1842 PC85 1 605750.2569 1315370.2955 \ --- ` t -" // " - - --- - `,. ' LJ , - 300 FT RESIDENTIAL BUFFER
100 217863 RONNIE J & SUSAN E SUMMEY quickly as possible. Once the bridge construction is completed, disturbed areas will be ^ -
�- I
1527 SAINT MARKS CHURCH RD BESSEMER CITY, NC 28016 P 605651.6ass 1308483.5347 PC47 604661.6678 1310487.4329 PC86 !, 6066J8:0p56 13163 .4751 ,� s ` 40 FT PLANTING BUFFER
41 159143 KIM M HENLEY 1805 HEPHZIBAH CHURCH RD reclaimed t0 further minimize runoff. %I 606395.7595 Z3i 82.6530 �, '// / _ \� -t-
CROUSE, NC 28033 101 218014 RUBY STROUP LINEBERGER PC9 605831.6586 1308247.3032 PC48 604296.8749 1310594.7729 PC87 ° ' - -
BESSEMER CITY, NC 28016 3. Erosion and sediment control during fence installation will include BMPs as discussed in 116 PC10 605744.3812 1307874.6071 PC49 609496.7527 1314868.4753 PC88 605979.6954 1316181.72 ✓ _ ___ __ __ _ 743 ST MARKS CHURCH RD 170 FOREST DELLINGER RD �j `
42 159146 TONY SCOTT & MARLA M CODY BESSEMER GIN, NC 28016 102 218217 TIMOTHY E CRUNKLETON Note 2 above. No trees will be cut where security fencing is installed within stream - •._ - / ---1 - - ®� - - I FT. DELINEATEDSTREAM BUFFER
BESSEMER GIN, NC 28016 PC11 605933.1164 1307111.0296 PC50 61OD3Q6069 1315545.5586 PC89 ' 6D5589.9180 -----3.--- ° , \ 30
43 159147 KAY C & THOMAS L FINGER 57 CEDAR ILLS, HILL DR buffer zones. '--
103 218216 CHRISTOPHERWLOEHR 150FORESTDELLINGERRD PC12 60-Z6.2183 1307559.4168PC51 607971.74rA 1317418.7399PC90 / 606047.1556 1316962.6493 ° �• H AH CHURCH RD. j
A36 HEPHZIBAH
LE, AH CH R BESSEMER CITY, NC 28016 4. As soon as practicable after construction Of sediment basins, haul roads, sediment /
PC13 06999.8292 1306984.3300 PC52 607848. 31 1317313.5643 PC91 � 606106.2673 1316912.2836 _ I --' J
44 159153 DANNY & BEVERLY LEWALLEN 1136 HEPHZIBAH CH RD 103 WILL KISER RD traps, and/Or any side slopes Controlled by super silt fence, the side slopes will be ---- '-'- --- - - C� E (PRIVATE EMS o -�"
CROUSE, NC 28033 104 220919 EDWIN R STEWART PC14 6999-8292 1305582.8541 PC53 607575.7499 13 7543-5878 PC92' 606499.8538 1317337-4337 - / � - 0 -
azousE, Nczao33-=-___ `- °X � � S UTHERN ENNCE) 64 1, ,. 6
I
217 DELVIEW DR 3848 GROUSE SCHOOL RD ° immediately stabilized, seeded and mulched with matting being installed on slopes PC15 6 833.4991 1306401.1570 PC54 606766.7443 1 39.4048 PC93 606384.8632 1317438.2878 `p ro
45 159184 STEPHENTIMOTHYJONES CHERRYVILLE, NC28021 105 220920 GAR -MAC DAIRY INC CROUSE,NC28033 steeper than3:1. PC16 60749.5047 1305313.SS60PC55 606599.57 "T1 6854PC94 606958.3168 1318064.3909 1 ' �_-- �'\ i" --�\ - c`� AERIAL TOPOGRAPHY = 2 FT. CONTOURS
1131 HEPHZIBAH CHURCH RD 761 ADERHOLT RD 5. The Carolina Lithium PfO eCt is coin 08ed Of the follOwin : Concentrate O eratiOnB ; , a, // o • - - ! ° \" � �"+. ,�,, ?; � `
1 P 9 P
46 159192 GARY E & DELTA B SHEALY 106 223135 SUSAN M BUCHANAN PC17 6085 .4fi43 1305142.7999 PC56 60 .8765 1316735. ,� PC95 607113.3739 1317936.1995 ,I g6�' , _ ,I p �--
CROUSE, NC28033 LINCOLNTON, NC28 ,, includes Piedmont Lithium Carolinas Mine #1, Concentrate Plant, and Industrial PC18 6083 2668 1305604.7127 PC57 5363.1185 1315130.594 96 607951.9506 1318627.3687 �/ / ! , , -li CKING GA ' O I- .. o AERIAL MAPPING DATED JAN UARY 2021
47 159205 PHILLIP B WRIGHT &OTHERS & MARY BETH 166 TRYN SCHOOL LOOP RD 107 224399 HERMAN DENNIS KISER 752 HEPHZI CHUR RD Minerals Plant. The Lithium Hydroxide Conversion Plant includes the Lithium 0 ,' �.O \
Y PC19 608717 1322 1305573.5353 PC58 605547.0316 1314695.5144 P 606028.5093 1320335.2738 -
WFRONEBERGER BESSEMER GIN, NC 280,E cRousE,Nc2803�} / ; ,� ,/ /,. - �' Oo: �''� �`ml;,,l ;; -; 101 7///
• ,,� \ AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS INC.
105 CENTRAL PIE 861 HEPHZIBAH CHURI; RD . Hydroxide Conversion Plant. Pc2o 6092 5350 1306632.1181 PC59 606139.5819 1314426. C98` 605618.1348 1320058.4755 -III NEAREST OCCUPIED i 48 159206 JEANETTE B MAUNEY LIFE ESTATE SHELBY, NC 28152 108 224400 WANDA KISER HUFFSTETLER ROUSE, NC 28033 PC21 61038 .6731 1307361.3700 PC60 605155.2111 1314033-1384 PC99 6D5443.3913 1320313.9904 � ° _ _ ' ° �, _// °
° WELLING /,'
663 ADERHOLDT RD 100 ANTHONY GROVE RD CATEGORY AFFECTED ACREAGE PC22 61034 .17291307484.2867 PC61 604959.1266 1314541.0902 PC100 605735.2241 1321067.5709 I ° I 1 0& O ® • 378 ft. 49 159592 RONALETGRIG MAUNEY 109 225126 ANTHONY GROVE BAPTIST CHURCH o � 1/1111111
LINCOLNTON, NC2&192 GROUSE, NG�8033
10
PO BOX 431 PC23 61 .8772 1307402.5159 PC62 605410.2139 1314786.7432 PC101 - 604692.1602 1321388.7153 •�- ¢.,� , °_: � °� '�
50 159592 MARGARETGRIGGHASTINGS CHERRYVILLE,NC28021 110 226549 KIMMHENLEY 1527SAINT MARKS CHURL6RD PC24 10123.3705 1307580.4673PC63 605292.2246 1315113.4634PC10 609427.1512 1321272.8169 o �' � _ ° � ° ° / ° C - r-- ° I hereby certify that this document was ♦♦♦,< CAQ � ".'�
GROUSE, NC28033 Tailings/Sediment Ponds 20 ACRES -o %/ a , r
429 ADERHOLDT RD P 609661.1309 1307608.6788 PC64 604356.8263 1315001.224E PC10 - 603668.7328 1321384.4971 4 1 / # , _ ----- d • ° prepared by me or Linder my direct personal �♦ Q�`�. � • � � � . � O /� 51 159598 RYAN W FRANK & EMILIE E NELSON UNCOLNTON, NC28092 47 HERITAGE LN p Waste Iles Waste Rock Pile 119 ACRES PC26 609592-D52D 1307253.0139 PC65 604287.5288 1314500, PC104 02264.9476 1320742.3967 , TTTT \ rO
111 300506 SONYA G WESTER & ANNE G WHISNANT p ( ) 1LJ° 0 p� a -- i� , GS _
52 159599 BRENDASLAUER 125HASTI' RD SHELB� 28151 PC27 609050.4235 1307520.9093PC66 603875.4690 1114602.2967PC105 2237.8298 1320979.3407 '/ ---- II -o - e.7 � Y supervision and is correct to the best of my •••�� �� 2
_ AERIAL VIEW
BESSEMER CITY, NC 28016 P ox4a, Processing Area/Haul Roads 137 ACRES - 1 - 1 , ti �•
112 302337 R LOCKE BELL PC28 609053.5495 1307804.2454 PC67 604121.7463 1314015.0692 PC106 6 780.0942 1320782.5947 / s/n
53 159621 MELISSA ANN JONES 28T5SYORK 80 GST MARK C URC �, • - p� 1 II knowledge and belief and that I am a dLll\/ : Q� ��•� :
GASTONW, NC 28052 BENJAMIN LEWIS & TRACIE KENNEDY 1817 ST MARKS CHURCH RD Mine Excavation (Pits) 403 ACRES PC29 608456.6783 1307542.7916 PC68 602379.0946 1312053.2785 PC107 60 S3.Sfi06 1320824.4247 0 '" , � _, J C SEAL
1507 PINEHURST DR 113 303909 DUNIVAN CROU-�.,�1yy''C 28033 PC30 608468.4437 1308618.4659 PC69 602336.2913 1311551.3445 PC108 600­kl,..3961 1320369.9361 - sS. F U O / �J licensed Professional Engineer under the J A
54 159623 ELIZABETH WHITESIDES-�4,3''° AncillaryMaintenance Yard and Magazine) 19 ACRES ° 0 ;.. : ; o 'I g _ _
HIGH POINT, -A E DR TBO INVESTORS C/o GWENDOLYN 3365 ROUND HILL ROAD ( g ) PC31 608427.9858 1308613.8189 PC70 603527.9316 1311452.---_ P ____ 6002 .4369 13202_6.7--- I- _
55 159628 VERNAJMCLAMB 1514RWMCLAMBDR 114 304327 OUELLETTE SOMERVILLE, NJ 88763 PC32 608436.7499 1309407.5066PC71 603248.5391 1310942.5718PC110 59881.215 1319682.5632 R g d 9 laws of the St/�''t,//yp� of I fo h/��'..;{/((/(/]yy,/A'rolina. ��,- .� 048820A �� O 600 1200 1 Q00 GROUSE, NC 28033 1821 TNT MARKS CHURCH Temporary Stockpiles (Topsoil Storage Pile) 21 ACRES PC33 609074.6400 1309513.5507 PC72 603182.4979 1309947.0692 PClll 599665. 10 1317500.2312 `�..� * ` U 4 I J�t`��V"� ,�•.��y^ `- a• �� v
1506 R W MCLAMB DR 115 304328 NANCY CSOKA ROAD o A'
56 159634 MARVIN D & CYNTHIA M HYLEMAN PC34 609085.5054 1309591.2464 PC73 50365Q1771 1310438.6614 PC112 600640. 1 1318020.8608 0 O I " V N�� • `
CROUSE, NC 28033 OUSE, NC28033 \ / / / L7 N
DOl1GLAS SCOTT 8 MELISSA SHAUN 1515 R W MCLAMB DR JHR
RBA DR PC35 608384.6086 1309605.4770 PC74 604304.4117 13106542955 PC113 603133. 1315311.7510 " "�,,`.//11 / \ (Signature) %
57 159635 116 304499 GARY DON QUEEN & JOHN MARK FURROW O,- / ° � 11") - } ° o ( g � ° ' r ... • ����
MILLER CROUSE, NC 28033 LE, 28021 PC3_-----.7362 1309510.6022 PC75 604659.0530 1310548.6060 PC114 6 20.8438 -149.7824 • ,
1203 ST MARKS CHURCH RD W D RD %��
Total Disturbed Acreage 719 ACRES ° ,. '. 0 . , � = ' -� o° � % Date: Augus 3Q 2021 �i F � �I`,� ♦♦
58 159645 STMARKSLUTHERANCHURCH CHERRYVILLE, NC28021 117 305079 MICHAELJASON&PAIGEFREEMANODOM PC37 608033.3809 1309528.3902PC76 W5740.580D 1310646.7581 115 6 00 "94 131 33 �,. ., _ y/.oOO ",°" - ° - o �I�'•Y B Vy````�� ��-
-AS,NC28034 II / SCALE 1 -600
1527 ST MARKS CHURCH RD WOOD RD Total Permit Acreage 1 ,548 ACRES PC35 608030.6926 1309779.9465 PC77 608646.2137 1312689.2966 PC116 ° 39.6009 1315186.6 a ° o / - - :�11 / 1 1 1 1 1 1 l 1
59 159W RICKY D HENLEY &OTHERS 118 305080 JOHN FREEMAN g PC39 607983.8856 1309782,9442 PC78 t0703&7864 1312396.5252 1 Y/"
PC2
604666.2331
1310395.2074
PCA1
607469.9083
1309054.9010
P 80�
1.1300
131 64.6250
PC3
604709.2255
1309658.2253
PC42
606143.9257
1309284.1384
PCS \\
6 9G7.9145
1314542.8385
PC4
604420.9629
1309678.5133
PC43
606437.4943
1309955.2598
PC>}
T� 7974.9758
1315621.3553
PCS
605065.4610
1308262.9029
PC44
606776.3969
1309918.3238
PC83',
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1316296.6733
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Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix C — Mine Water Balance
Appendix C — Mine Water
Balance

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix C — Mine Water Balance
This page intentionally left blank.

PIEDAAONT
ImrrIlllol►vil
Water Balance
Flow Chart
115 aam (165.6k
Waste
ock Stockpile
50 gpm (72k gpd)
Wastewater Effluent
Discharge
150 gpm (216k gpd)
Wastewater
Effluent
Treatment
System I 4 gpm
J (5.8k gpd)
CL
Im
Y
to
E
Ln
N
C
Concentrator
Plant
Waste
Water
Pump
Station
Potable Water
Demand
2.5 gpm
(3.6k gpd)
Freshwater Demand
150 gpm (216k gpd)
Wastewater Effluent _
(option)
Fire
Water
1 Single Fill of
90k gal
Sewer Water
Discharge
1.5 gpm
(2.2k gpd)
Fire
Stream and Wetlands
Conversion Plant
Single Fill
of 90k gal
Water Intake
(Temporary/
Emergency)
Total Freshwater Demand
240 gpm (345.6k gpd)
Concentrator Plant + Mining
In -Pit Crushing and
Belt Dust Control 60 gpm (86.4k gpd)
Road Dust Control 30 gpm (43.2k gpd)
--------------------------------------------------------------
Total Mining 90 gpm (129.6k gpd)
f
Potable Water
Demand
1.5 gpm
(2.2k gpd)
Sewer Water Dis,
2 gpm (2.9k g
Municipal Demand
300 gpm (432k gpd)
e
Freshwater Discharge
avg. Discharge = 1060 gpm (1526.4k gpd)
min. Discharge = 360 gpm (518.4k gpd)
max. Discharge = 2060 gpm (2966.4k gpd)
Pit Discharge
Ponds
Pits
IFreshwater Inflow
avg. Inflow = 1300 gpm (1872k gpd)
min. Inflow = 600 gpm (864k gpd)
max. Inflow = 2300 gpm (3312k gpd)
I
L _ As Required
Potable Water Demand
4 gpm (5.8k gpd) + 180k gal Fire Water
Note: Difference between freshwater demand in and
wastewater out is water loss due to evaporation, water
loss to tailings, and instantaneous demand for feed
process requirements.
Mining
Personnel
Municipal Water
Supply (Potable)
[Total Required
306 gpm (441k gpd)
+ 180k gal Fire Water]
Potable Water
Demand
2 gpm (2.9k gpd)

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix D — Monitoring Well Layout
Appendix D — Monitoring Well
Layout

Piedmont Lithium, Inc. I Pumping and Operations Maintenance Plan ���
Appendix D — Monitoring Well Layout
This page intentionally left blank.

AVIV
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Anthony Grove ,R
cf.
Legend
,^�
• - Uare Rati.
Mine Permit
Observation
Surface Water 5 �
Flow Monitoring LocationsDelineated Streams
Delineated Ponds
-• •
+Yy
D-
D �!i�Sp�F
11 •••• Qo mil ',
1 1 cr