NCG021046_Surface Water Management Plan_20240923

Surface Water Management Report
Kings Mountain Mining Project
North Carolina
Rev03
Report Effective Date: April 15, 2024
Report Prepared for
A ALBEMARLE"
Albemarle Corporation
4250 Congress Street
Charlotte, NC 28209
Report Prepared by
qrk consulting
SRK Consulting (U.S.), Inc.
999 171" Street, Suite 400
Denver, CO 80202
SRK Project Number: USPR000576
Albemarle Document Number: KM60-EN-RP-9052
North Carolina Firm License Number: C-5030
Author:
Mauricio Herrera, PhD, P.Eng., Principal Consultant
Reviewed by:
David Hoekstra, BS, PE, NCEES, SME-RM, Principal Consultant

SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page i
Executive Summary
A surface water management plan for the Kings Mountain Mining Project has been developed in support of
the Pre-Feasibility Study Environmental Assessment (EA) application. The water management system was
prepared for the proposed life of mine, including construction, operation with reclamation, decommissioning
and reclamation. Design criteria have been selected based on applicable regulations and associated guidance
documents, including the North Carolina Surface Mining Manual (1996), and with consideration for Project-
specific risks.
The objectives of the water management system include minimizing the potential effects on the downstream
environment by managing water within the Project footprint such that water quality and water quantity
objectives are achieved and limiting the loss of production due to damage from storm events.
The principal philosophy of the Kings Mountain Water Management plan is to separate clean, non-contact
water from water that has come into contact with mining activities. Non-contact water is collected in separate
surface water diversion structures, managed with appropriate erosion and sediment controls, and release to
existing drainages at or near to the pre-development discharge points.
Contact water is separately collected in a series of lined or unlined channels and seepage ponds,with all water
transferred to and stored in a central Water Storage Basin located in the southern portion of the project area.
This water will be released to Kings Creek when it meets the appropriate water quality.
Design criteria for the project have been selected to meet or exceed the requirements of the North Carolina
Surface Mining Manual (February 1996) and the Erosion and Sediment Control Planning and Design Manual
for North Carolina (May 2013). The selected criteria and the North Carolina recommendations are shown in
the table below:
Recommended by NC Mining Manual (1996)
Infrastructure Type Project Design Criteria And Erosion and Sediment Control Planning
and Design Manual NC.
Permanent Channels 100-year storm 10- ear storm (temporary)
25- ear storm permanent
Culverts 100- ear storm 25-year storm
Ponds 25-year storm for all ponds 10- ear storm <20 acres
25-year storm ((>20 acres)
Non-contact perimeter channels are designed to route runoff from undisturbed areas around Project
infrastructure into Kings Creek, maintaining clean water clean. Erosion protection for channels was selected
based on the maximum tributary catchment throughout the life of the project and the expected velocities during
design flood events. Most of the channels are grass lined, while those segments with steeper gradient are
lined with riprap.
Four sediment control ponds will be situated downstream of the non-contact water channels and manage non-
contact water before discharging into Kings Creek or South Creek. The South Creek Reservoir will accept flow
from three of these sediment ponds and upgradient undisturbed watershed. South Creek Reservoir will not
require upgrades before discharging to Kings Creek. The spillways for the new sediment control ponds were
designed using the 100-year, 24-hour storm event. The Water Storage Basin will function as a detention
structure and provide the sediment control function for all contact water from the project.
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page i
Table of Contents
ExecutiveSummary........................................................................................................... i
1 Introduction.................................................................................................................. 1
1.1 Property Location................................................................................................................................1
1.2 Property History ..................................................................................................................................2
1.3 Project Overview.................................................................................................................................3
1.4 Project Layout.....................................................................................................................................3
2 Site Environment ......................................................................................................... 6
2.1 General Description ............................................................................................................................6
2.2 Climate................................................................................................................................................6
2.2.1 Temperature............................................................................................................................6
2.2.2 Evaporation .............................................................................................................................6
2.2.3 Precipitation.............................................................................................................................7
2.2.4 Storm Frequency.....................................................................................................................8
2.3 Wind Patterns......................................................................................................................................9
2.4 Surface Water Conditions.................................................................................................................10
2.4.1 Topography...........................................................................................................................10
2.4.2 Existing Drainage Network....................................................................................................10
2.4.3 Floodplains............................................................................................................................14
2.4.4 Surface Water Streamflow Monitoring ..................................................................................14
2.4.5 Baseflow Estimates...............................................................................................................17
3 Surface Water Controls ............................................................................................. 18
3.1 Design Objectives.............................................................................................................................18
3.2 Design Criteria ..................................................................................................................................18
3.2.1 NC Surface Mining Manual (1996)........................................................................................18
3.2.2 Project Adopted Criteria........................................................................................................19
3.3 Methodology......................................................................................................................................19
3.3.1 PCSWMM Software ..............................................................................................................19
3.3.2 Hydrologic Methodology........................................................................................................20
3.3.3 Hydraulic Methodology..........................................................................................................23
3.4 Conceptual Channel Network...........................................................................................................23
3.4.1 Final Channel Layout ............................................................................................................25
3.4.2 Phased Channel Layout........................................................................................................27
3.4.3 Surface Water Channel Plan and Profiles.............................................................................27
3.5 Design of Surface Water Controls ....................................................................................................27
3.5.1 Channel Design.....................................................................................................................27
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Surface Water Management Report—Kings Mountain Page ii
3.6 Sedimentation Controls.....................................................................................................................35
3.6.1 Permanent Sediment Control Ponds.....................................................................................35
3.6.2 Pit Perimeter Ponds ..............................................................................................................36
3.6.3 South Creek Reservoir..........................................................................................................37
3.6.4 Seepage Collection Ponds....................................................................................................40
3.6.5 Water Storage Basin 1 ..........................................................................................................41
3.7 Surface Water Controls Quantities ...................................................................................................44
4 Conclusions ............................................................................................................... 47
5 References.................................................................................................................. 48
Disclaimer........................................................................................................................ 50
Copyright ......................................................................................................................... 50
List of Tables
Table 2-1: Excerpted Tables showing Site-Specific Study and Annual Return Intervals Results......................9
Table 2-2: Baseflow Estimates for Kings Creek...............................................................................................17
Table 3-1 Project Design Criteria for Surface Water Infrastructure..................................................................19
Table3-2: CN Values .......................................................................................................................................21
Table 3-3: Surface Water Management Activities by Phase............................................................................27
Table 3-4: Pit Perimeter Diversion Non-Contact Channels..............................................................................29
Table 3-5 RSF Non-Contact Water Channels..................................................................................................32
Table 3-6 RSF Contact Water Channels..........................................................................................................33
Table3-7 Culvert Crossings.............................................................................................................................34
Table 3-8: Summary of Sediment Ponds..........................................................................................................37
Table 3-9: Pit Perimeter Ponds ........................................................................................................................37
Table 3-10: Seepage Collection Ponds Volumes and Surface Areas..............................................................40
Table 3-11: Surface Water Management Quantities: Channels.......................................................................45
Table 3-12: Surface Water Management Quantities: Outlet Stabilization Structures......................................46
List of Figures
Figure1-1: Location Map....................................................................................................................................2
Figure 1-2: Preliminary Kings Mountain Mining Project Site Map......................................................................5
Figure 2-1: Average Monthly Evaporation..........................................................................................................7
Figure 2-2: Annual Precipitation and Distribution of Monthly Precipitation ........................................................8
Figure 2-3: Wind Rose Data in the Vicinity of Kings Mountain.........................................................................10
Figure 2-4 Kings Creek Watershed ..................................................................................................................11
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Surface Water Management Report—Kings Mountain Page iii
Figure 2-5: Extent of Detailed Topography for the Project Area ......................................................................12
Figure 2-6: Existing Streamflow Network and Monitoring Points .....................................................................13
Figure 2-7: National Flood Hazard Layer Map of the Project Area ..................................................................16
Figure 3-1: Kings Creek Watershed Upstream of Interstate Hwy 85 and Model Subcatchments ...................22
Figure 3-2: Typical Schematic of the Waste Rock Dump Perimeter Channel Configuration...........................24
Figure3-3 Final Channel Layout......................................................................................................................26
Figure 3-4: Pit Perimeter Diversion Channels..................................................................................................30
Figure3-5: RSF Channels................................................................................................................................31
Figure 3-6 Schematic of Bottomless Plate Arch Culvert Crossing South Creek at RSF-A..............................37
Figure 3-7 Overview of Sediment Pond: Sed Pond1.......................................................................................38
Figure 3-8: Overview of South Creek Reservoir...............................................................................................39
Figure 3-9: Overview of the Pit Perimeter Ponds.............................................................................................40
Figure 3-10: Water Storage Basin 1 Stage-Area-Volume Curve .....................................................................41
Figure 3-11: Water Storage Basin 1 Plan and Details......................................................................................43
Appendices
Appendix A: Hydrologic and Hydraulic Calculations
Appendix B: Erosion Control Report
Appendix C: Culvert Inspections
Appendix D: Operational Erosion Control Plan
Appendix E: Stormwater Control Addendums
Drawings
Surface Water Channel Plans (drawings 1 through 33 included as separate attachment)
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Surface Water Management Report—Kings Mountain Page iv
List of Abbreviations
The US System for weights and units has been used throughout this report. Tons are reported in short
tons of 2,000 lbs. All currency is in U.S. dollars (US$) unless otherwise stated.
Abbreviation Unit or Term
percent
AEP annual exceedance precipitation
amsl above mean sea level
cfs cubic feet per second
CWP contact water pond
FEMA federal emergency management agency
FIRM flood insurance rate ma
ft foot
ft3 cubic foot
ft3/sec cubic feet per second
m gallons per minute
HDPE high densitypol eth lene
LoM life of mine
PCP probable maximum precipitation
PFS prefeasibility stud
SCS soil conservation service
TSF tailings storage facility
USGS United States Geological Survey
RSF waste rock dumps
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page 1
1 Introduction
Kings Mountain Mining Project (the Project) is an historical open pit lithium mining operation located
in the city of Kings Mountain, North Carolina, in the southeastern United States.The Project is a lithium
pegmatite deposit that is currently being investigated for redevelopment by Albemarle Corporation
(Albemarle)as part of a prefeasibility-level analysis. Albemarle commissioned SRK Consulting (U.S.),
Inc. (SRK) to develop prefeasibility-level (Evaluate and Select phases, per Albemarle's internal
conventions) designs for an expansion of the existing pit, waste rock management, water
management, and ancillary infrastructure to aid Albemarle in making informed decisions concerning
advancement of the Project.
As part of this study, SRK Consulting (U.S.), Inc. (SRK) is developing a PFS surface water design of
stormwater management channels, detention and retention ponds, sediment control structures, and
spillways that meet the required design criteria for each facility,which were selected using a risk-based
approach.
This document is intended to support mine, discharge, stormwater, and dam safety permitting from
components of this project, as well as contribute to the Environmental assessment of the site.
1.1 Property Location
Situated in Cleveland County, the mine is approximately 35 miles west of Charlotte, North Carolina.
Located amidst rolling hills of the Piedmont Plateau, the Project is in a predominantly rural setting
within the city of Kings Mountain. The mine site covers a significant land area, which includes both the
proposed extraction areas and associated processing infrastructure. Figure 1-1 shows the location
and extent of the mine.
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page 2
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Figure 1-1: Location Map
1.2 Property History
The following summary highlights the history of the site, compiled from records available to SRK:
• Mining started in 1883 with the discovery of cassiterite, a tin-bearing mineral, within the
outcropping pegmatites.
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Surface Water Management Report—Kings Mountain Page 3
• Subsequently, open pit mining for tin occurred sporadically between 1903 and 1937.
• Between 1943 and 1945, under the sponsorship of the U.S. government, Solvay established
a processing plant and mined for spodumene from the outcropping pegmatites(Garrett,2004).
• In the early 1950s, Foote, a subsidiary of Newmont Mining Corporation, purchased the
property and began open pit mining (assumed at the beginning of 1955)and extracting lithium
from the spodumene.
• In 1993, exploration and mining operations ceased when the open pit bottom reached
approximately 660 feet(ft) above mean sea level (amsl).
• In early 1994, an open pit lake started to form due to rebounding groundwater, and the pit lake
reached an elevation of 817 ft amsl (as of January 2023).
• During the groundwater recovery period (1994 to present), water was sporadically pumped
from Kings Mountain pit lake to a nearby quarry (Martin Marietta)to support quarry operation.
• Albemarle acquired the site in 2015, resuming exploration and mine development activities.
1.3 Project Overview
The Project ore deposit is a Lithium-bearing rare-metal pegmatite intrusion that has penetrated along
the Kings Mountain shear zone, a regional structural feature known to host multiple lithium bearing
pegmatites along its trend. The pegmatite field at Kings Mountain is approximately 1,500 ft wide at its
widest point in the historic pit area and narrows to approximately 400 to 500 ft in width at its narrowest
point south of the historic pit. The field has a lithium mineralization strike length of approximately 7,500
ft and is predominantly contained in the mineral spodumene.The spodumene pegmatite bodies exhibit
a texture-based variation in lithium grade, spodumene grain size, mineral alteration, and rock
hardness.
After dewatering the historic pit, the lithium deposit is to be mined using conventional open pit mining
techniques. Blasting will fragment the ore and waste rock where it will be loaded and hauled to either
the processing facilities (ore) or the waste storage facilities (overburden). The current plan includes
mining in the existing pit and expanding the pit to the southwest. Ore would be drilled, blasted, loaded,
and transported by haul truck to a new processing plant at a rate of—2.98 million tons per annum of
ore (-8,150 tons per day) and processed to produce 380 to 420 thousand tons per annum of
spodumene concentrate.The concentrate will be filtered to approximately 11%moisture by weight and
transported off site for further refinement into lithium hydroxide monohydrate at a separate facility.
Tailings from the spodumene concentrate process will be filtered to approximately 10% to 15%
moisture content by weight and transported off-site to a nearby facility for disposal. A portion of the
waste rock with economic value as aggregate will also be transported off-site for sale.
1.4 Project Layout
The Project layout is presented in Figure 1-2 showing the relative locations of the major components
of the Project.The project is bisected northeast to southwest by Interstate 85.The headwaters of Kings
Creek are located immediately northeast of the site and the creek leaves the Project area at the
southern side of the Project area. The Phase 1 Open Pit outline is shown in the northeast area of the
Project, along with the ultimate (Phase 4) pit extents. Haul roads are shown connecting the Pit to the
waste rock dumps; RSF-X located south centrally for Potentially Acid Generating (PAG) waste and
RSF-A located in the southwest for non-PAG (non-PAG) waste. The haul roads will also connect to
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page 4
the Non-Processing Infrastructure(NPI) located in the northwest portion of the site and the ore sorting
area and the ore stockpiles, located on the east side of the project,just north of Interstate 85. A bridge
over Interstate 85 will connect the ore stockpile area to the processing area, located immediately south
of Interstate 85. South of the Processing Area, the Water Storage Basin 1 (WSB-1) will collect all
contact water produced within the Project area before being discharged from the site.
The Storm Water Management Plan (SWMP) document is intended to support mine, discharge,
stormwater, and dam safety permitting from components of this project, as well as contribute to the
Environmental assessment of the site. The SWMP is intended to be a living document,with associated
components, strategies, and criteria added to or replaced in the SWMP as part of the adaptive
management plan being implemented at the site. As a result, addendums to the original SWMP will
be prepared on an as needed basis to adjust the SWMP to changing site conditions, climatic
conditions, or different regulatory or community needs:
• Addendum 1 is included as Appendix E-1 and addresses the addition of the Overburden
Stockpile Facilities (OSFs) and associated surface water controls and erosion control
measures associated with OSF-1, OSF-2, OSF-3. The most recent project layout showing
these structures is presented in Figures Figure 1-2.
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PERIMETER
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REVISIONS DESIGN: EL/JO REVIEWED:JO PREPARED BY: DRAWING TITLE: ISSUE:
REV. DESCRIPTION DATE DRAWN:EL APPROVED:JO
OPEN PIT AND MINE FACILITY SIMPLIFIED SITE DATE:
1 ISSUED FOR CLIENT REVIEW 05/09/2023 srk consultingCOORDINATE SYSTEM:
2 ISSUED FOR CLIENT REVIEW- NEW SITE LAYOUT 07/24/2023 MAP EXHIBIT 6/19/2024
ISSUED FOR CLIENT REVIEW- NEW MINE PLAN NC83F PREPARED FOR: SRK PROJECT NO.: REVISION:
3 08/24/2023
ISSUED FOR CLIENT REVIEW-SURFACE WATER PROJECT: USPR576.800 7
0 250 500 1000 4 08/30/2023 KINGS MOUNTAIN
5 ISSUED FOR CLIENT REVIEW 08/30/2023 DRAWING NO.
FEET
g ISSUED FOR CLIENT REVIEW 09/15/2023
IF THE ABOVE BAR
.1 Operated by:ALBEMARLE MINING PROJECT KINGS MOUNTAIN MINING PROJECT 7 RE-ISSUED FOR PERMITTING 06/19/2024 DOES NOT MEASURE 1 INCH, FIGURE 1 -2
FILE NAME: Site Map_Rev 8_Simplified_Linked.dwg
THE DRAWING SCALE IS ALTERED Albemarle-Lithium
C:\Users\elynn\SRK Consulting\NA USPR000576 Albemarle Corporation Kings Mountain 2022 Pre Feasibility Study-GIS\04 CAD\20240619_Simplified SiteMap\Site Map_Rev 8_Simplified_Linked.dwg

SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page 6
2 Site Environment
2.1 General Description
The Project is located in southwestern North Carolina, USA, adjacent to the city of Kings Mountain on
the Interstate 85(1-85)transit corridor, approximately 33 miles west of the city of Charlotte(Figure 1-1).
The property is located at approximately 35 degrees (°), 13 minutes north latitude and 81°, 21 minutes
west longitude. The site contains several historic waste rock areas, stream diversions, and tailings
facilities. Most facilities are heavily vegetated, and none of the vegetation show signs of metal or acid
stress.
2.2 Climate
The Project is situated within the Koppen-Geiger Cfa climate classification (Kottek, 2006), which
describes a continental type of climate without a dry season.Temperatures during the warmest months
are above 72 degrees Fahrenheit(°F), and temperatures in the coldest months are between 27°F and
65°F. Average monthly precipitation varies between 3 and 5 inches. Average annual precipitation is
42 inches, with an even distribution of rainfall throughout the year and an average annual snowfall of
4 inches. Southwestern North Carolina is prone to thunderstorms during the summer and ice storms
during the winter.
2.2.1 Temperature
The climate of the Project vicinity is humid subtropical with hot summers and mild winters.The monthly
temperature ranges from a minimum of around 3°F in January to a maximum of around 104°F in
August, with an average temperature of around 60°F. Historical data show that temperatures in the
area have been increasing, with an average rise of 0.3°F per decade since 1970, or roughly 1.7°F
from 1895 to 2020. Climate change is expected to further contribute to this warming trend, potentially
impacting surface water conditions, such as increased evaporation rates and altered streamflow
patterns. Predictive climate models suggest further warming in the future, potentially resulting in more
frequent and severe heatwaves and droughts.
2.2.2 Evaporation
Evaporation rates at the Project vary based on temperature, humidity levels, wind speed, and solar
radiation. Historical data show that evaporation rates are highest in summer, averaging around 6 to
7 inches per month, and lowest in winter, with around 2 to 3 inches per month (Figure 2-1). Overall,
average annual evaporation ranges from 55 to 65 inches. Evaporation impacts surface water
availability by contributing to water loss from lakes, rivers, and streams. Factors such as vegetation
cover, land use practices, and soil moisture levels influence evaporation variability. Climate models
predict that evaporation rates will continue to increase in the future due to warming temperatures and
changes in precipitation patterns.
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Surface Water Management Report—Kings Mountain Page 7
S
7
6
0 5
Y
o
a 4
7
W
s 3
r
o
1
0
January February March April May June July August September October November December
Clemson Univ Chesnee 7 WSW Chapel Hill 2 W — — —Average Gold Sim
Source:SRK
Figure 2-1: Average Monthly Evaporation
2.2.3 Precipitation
Precipitation totals at the Project vary throughout the year. Based on the last 30 years, the area
typically receives between 41 to 55 inches of rainfall annually (Figure 2-2), with precipitation being
distributed relatively evenly throughout the year without a clear wet or dry season. The region is
susceptible to extreme precipitation events, such as tropical storms and hurricanes, which can bring
heavy rainfall and cause flooding.
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Surface Water Management Report—Kings Mountain Page 8
Distribution of Precipitation
80
70
v to —
L N
� 8 -
o
.a 5 40
-
a 30
20
o ¢`
10
a p
January February ma h April May June July Augu t 5eptember October November December Annual Total
2.59G5% 5%-30% ■1D%-25% ■25%-SD% ■Median ■50%-75% ■75%-90% ■90%-95% 95%-97.5%
Annual Precipitation
ao
lu —
r 60
c 50
Y 40
i 30
20
0
1925 1930 1935 1940 1945 1950 1955 1%0 1%5 1970 1925 19 0 199i 1990 1195 2000 2005 2010 2015 2020
Source:SRK
Figure 2-2: Annual Precipitation and Distribution of Monthly Precipitation
2.2.4 Storm Frequency
Storms encountered at the Project vary in frequency and intensity throughout the year. For example,
a 100-year, 24-hour storm event produces, on average, 7.96 inches of precipitation (National Oceanic
and Atmospheric Administration (NOAA), 2023). The region experiences thunderstorms, tropical
storms, and hurricanes, which can bring heavy rainfall and high winds. Thunderstorms, which are the
most common type of storm in the area, see peak activity in July and August. Factors such as
temperature, humidity, wind patterns, and topography influence storm occurrence. These storms can
impact surface water availability and quality by causing flooding, erosion, and sedimentation. Climate
change could increase the frequency and intensity of storms in the future, posing higher risks of
flooding and erosion.
Applied Weather Associates (AWA) completed the Site-Specific Probable Maximum Precipitation
Study for Kings Mountain Mining Operations, North Carolina(AWA,2022)for the Kings Mountain basin
in North Carolina. AWA utilized a storm-based approach to derive the site-specific probable maximum
precipitation (PMP) depths to update the PMP depths originally developed in hydrometeorological
reports developed by the National Weather Service. Table 2-1 shows Tables 10.4 and 10.5 excerpted
from AWA (2022), which show the results of the site-specific study with annual return intervals to
1:10,000 years and beyond.
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Surface Water Management Report-Kings Mountain Page 9
Table 2-1: Excerpted Tables showing Site-Specific Study and Annual Return Intervals Results
Table 10.4: King% Mountain hesin AEP for 6-,24-,And 72-hour PMP
Kings Mounuin AEP
Estimate PMP(in) AEP ARI
6hr 28.5 2.51'9 39,829,769
24hr 32.4 1.09'7 9,144,104
72hr 32.4 3.93- 2,540,551
Table 10.5: Kings Mauntain hstsin a.erall frequency analysis for 6-,24-,and 72-haur
pr Kings Mnt Frequency Analysis 6-hour 24-hour 72-hour
ARI AEP AEP 50% 5% 95% 50% 5% 95% 50% 5% 95%
1.01 0.99010 9.91 1.0 0.9 1.1 2.0 1.8 2.2 2.4 2.2 2.6
2 0.5000D 5.01 2.3 2.1 2.5 3.6 3.4 3.9 43 4.0 4.6
5 0_20000 2.01 3.2 2.9 3.4 4.9 4.4 5.1 5.7 5.2 6.1
10 0.10000 1.01 3.8 3.5 4.1 5.5 5.1 6.0 6.6 6.1 7.1
25 0.04000 4.0 4.7 4.3 5.0 6.6 6.1 7.2 7.9 7.3 8_5
50 o_omo0 2.0'1 53 4.9 5.8 7.5 6.9 8.2 8.9 8.2 9.7
100 0.01000 1.01 6.0 5.5 6.7 8.4 7.7 9.2 9.9 9.1 10.9
200 0_00500 5.0'3 6.2 6.2 7.6 93 8.5 10.4 11.0 10.1 12,3
500 0.00200 2.01 7.9 7.1 8.9 10.6 9.6 12.1 12.6 11.4 143
1,000 0.00100 1.0' 8,7 7.a 10.1 11.7 10.4 13,5 13.9 12.4 16,0
5,000 0_00020 2.0° 10.9 9.5 13.1 14.4 12.5 17.2 17.1 14.9 20.4
10,000 0.0001D 1.0' 11.9 10.3 14.5 15.7 13.5 19.1 19.6 16.0 22.6
100,000 0.00001 1.0'' 15.9 111 20.5 20.4 16.9 26.5 24.2 20.0 313
1r000,000 0.000001 1.01 20.5 16.3 29.3 26.2 20.7 36.1 31.0 24.5 42.7
10,000,000 0.0000001 1.0' 26.2 19.9 38,7 33.1 25.0 48.8 39.1 29.7 57.8
100001000 0.00000001 1.01 33.1 24.0 52,5 41.3 29.9 65A 49.9 35.4 71.6
1,000,000,000 0.000000001 1.01 41.4 28.6 70.7 51.2 35,3 97.4 60.6 41.9 103.5
10,000,000,000 0.0000000001 101u 51.4 33.9 94.7 63.1 41.5 1161 74.7 49.2 137,5
Source:AWA,2022
AWA (2022) also included a site-specific climate change assessment to "understand and quantify
whether the climate change projections related to temperature, moisture, and precipitation are
expected to change significantly in the future (through 2100), and whether those changes would
warrant a change to the currently derived PMP depths." The results of the study indicate "an increase
in precipitation and temperature in the future" with "the most likely outcome regarding precipitation
over the basin going forward is that the mean annual and seasonal amount will increase, but the
individual extreme events will stay within the range of uncertainty currently calculated" (AWA, 2022).
The site-specific water balance prepared to inform water management requirements across the site
considers the results of the site-specific climate study and is described in detail in SRK's Technical
Report 2022 Prefeasibility Study, Surface Water: Water Balance Development(SRK, 2023a).
2.3 Wind Patterns
Wind rose data were obtained from the Department of Environmental Quality (DEQ)Air Quality Portal
available online at https://airquality.climate.ncsu.edu/wind/. Figure 2-3 presents wind rose data for the
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Shelby Municipal Airport, located about 13 miles west of Kings Mountain, and for the Gastonia
Municipal Airport, located about 13 miles east of Kings Mountain. The data for both sites indicate the
predominant wind direction is out of the north and northeast, with a good portion of the winds out of
the south and southwest.
Wind rose for KAKH in Gastonia,NC Wind rose for KEHO in Shelby,NC e
For Feb1,1999m May24,2 3191%o!dauavailable) For Jana,200d m May24,2@3 93%of data available)
N N
` �E sn% \
.._. \ _IE wNw E is
i
W - E W E
CalmW dsfamphl'. ssw S SSE Calm Wnda lQ mphl- SSW SSE
39.2v,of pbservelions s
35%pf observations
Wind Speed:
2 mph 2 mppM1 15 mph ,u` Wind Speed_
�5[p]mph fa ro l5m M1 >_2U mph cima encsa�_c �2tp5 mph �7--ph �15t—ph rive
0—7,ph 10 to 15 mph >_20 mph time nrsu zc
Source: DEQ Air Quality Portal, https://airquality.climate.ncsu.edu/wind/
Figure 2-3: Wind Rose Data in the Vicinity of Kings Mountain
2.4 Surface Water Conditions
The project is located within the Kings Creek watershed, part of the Broad River basin which stretches
from western North Carolina into northwestern South Carolina (Figure 2-4) and encompasses a total
1,513 square miles. The headwaters originate in the Blue Ridge Mountains and generally flow
southeastward ly.The basin has a varied landscape of forested land, pasture and row crop agricultural
land, and urban land and is made up of 17 sub-watersheds, including Kings Creek.
2.4.1 Topography
Detailed topography of the Project area at 1 ft contour intervals was provided by Albemarle for the
Project site in AutoCAD .dwg format. This topographic base map was used to delineate watersheds
and establish channel grading in subsequent calculations. Figure 2-5 shows the extent of the detailed
topography available, reduced to 5-ft intervals for clarity, and the property boundary of the Project
area.
2.4.2 Existing Drainage Network
The natural drainage network in the vicinity of the Project is heavily influenced by historical and active
mining activities. The contributing watersheds to the Project area are roughly defined by Battleground
Avenue to the north, Tin Mine Road to the west, Church Road to the south and east, and Cardiac Hill,
a historical waste dump, to the northeast. The drainage network consists of two main drainages and
several constructed water bodies, as shown in Figure 2-6.
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Lam,
Kings Mountain
�d^ng Pmert "
h+
.. .•s.r �a'��t. T
N/w r
I
J.
'' r•.s V
Lv � .R
r _... ..•
ifir' .. •
t •
� kt•ut[s
p '
NUTES
!. All units are in rneters amless otherwise an laoo 200o aono aaoo soon
sW-ML-d.
Sources:AWA,SRK, USGS
Figure 2-4 Kings Creek Watershed
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i II �I J.
LEGEND y `f�`- �' \�-- I�, �ti ..-fY/`>%�� r ':•n w]
PROPERTY BOUNDARYr.. }•.
BASE iOPOf' APHY
ODNTOUR(F47 INTERVALSi
w �r
' l'.
FEET
MOUNTAIN PR f� r s•) '' xl - f
�� � # "y� f �' �ff , + I 1 fir. •� .,� / �y': �� �•
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Or
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f •Im-
lip
o FOOiE
TAINERAL
TAILINGS
=r' FIB y y
#� ■; # f � .3 l r
Source:GPI,2022
Figure 2-5: Extent of Detailed Topography for the Project Area
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WC,M. s
F,.r
Weir
s..
Source:SRK,2023d
Figure 2-6: Existing Streamflow Network and Monitoring Points
Kings Creek passes through the Project area from northeast to southwest but is intercepted by the
Marin Marietta Quarry Pit (a.k.a., Kings Mountain Mica Company Lake) upstream of the Project area.
Water intercepted by the Martin Marietta Quarry Pit is pumped out on a regular basis and discharged
into Kings Creek. The pumping system was recently upgraded to 2,500 gallons per minute (gpm)
capacity.
As Kings Creek enters the Project area, it is routed under the current Albemarle Research Building in
a 620 ft, 4 ft diameter corrugated metal pipe (CMP) culvert. Discharging from the culvert, King Creek
flows to the southwest and joins with the discharge from the South Creek Reservoir before crossing
under U.S. Interstate 85 (1-85) in three ,7 ft wide x 10 ft high concrete box culverts. Flowing south,
Kings Creek joins with the discharge from Executive Club Lake (see below) before flowing off the
Project area to the southwest.
South Creek begins northwest of the Project area in an area of residential neighborhoods. The creek
flows generally southwards as it passes the existing Foote Mineral Tailings Impoundment before
entering the South Creek Reservoir (State Dam ID: CLEVE-007-H), formed as part of the historical
mining activities in the area. The historical tailings impoundment does not discharge directly to South
Creek, but high seepage flows from the impoundment to South Creek are inferred. The recently
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upgraded spillway from the South Creek Reservoir consists of two, 32-inch diameter High Density
Polyethylene (HDPE) culverts through the embankment. The culverts discharge to a rock downchute
that joins Kings Creek.
South of Highway 85, the existing Foote Minerals Chem Tailings impoundment was breached and now
forms Executive Club Lake. This shallow lake collects runoff from the watershed immediately
upgradient and discharges into a drainage that joins with Kings Creek.
Kings Mountain Pit Lake is formed in the historical Kings Mountain Pit and does not discharge to the
stream network. The current pit lake elevation is approximately 800 ft amsl and will need to rise at
least 50 ft before discharging into Kings Creek.
2.4.3 Floodplains
Flood plain mapping for the Project area was obtained from the Federal Emergency Management
Agency (FEMA) National Flood Hazard Layer (NFHL, 2023). A compiled Flood Insurance Rate Map
(FIRM) (portions of NFHL maps 3710259300J and 3710259400J) was produced for the Project area
and is shown as Figure 2-7.
The NFHL map indicates that the 1% exceedance flood hazard for the Project area only extends to
Kings Creek from just upstream of 1-85 downstream to the southeastern edge of the Project area.
South Creek, Executive Club Lake, and the majority of Kings Creek in the Project area are not
delineated inside the 1% exceedance area on the NFHL.
2.4.4 Surface Water Streamflow Monitoring
Streamflow at the Project site is continuously monitored at two locations shown in Figure 2-6.
Monitoring point KMSW-3 is a legacy concrete and steel plate weir designated as Weir#3 located on
Kings Creek below the confluence with South Creek and upstream of the culvert crossing under 1-85.
Monitoring point KMSW-8 is located at the outlet of South Creek Reservoir, just upstream of the
confluence with Kings Creek.
Weir#3 is a multi-stage weir, consisting of a 1.4 ft deep V-notch below a 26.5 ft wide rectangular weir.
Flow depth over the weir is continuously monitored at 1-minute intervals by a Vega 11 lookdown radar
sensor and Campbell Scientific data logger with solar power supply. Data from the logger are
transmitted via cellular network and are available through a web interface. A stage-discharge
relationship for the weir was developed using theoretical weir equations and validated with manual
streamflow measurements. The stage-discharge relationship for high flows above the weir were
established using hydraulic simulation of Kings Creek adjusted to align with the theoretical weir
discharge when flow depths are at the top of the weir. The stage discharge relationship is incorporated
into the web interface so that the monitoring data can be presented as water levels, water elevations,
flow in cubic feet per second (ft3/sec), or flow in gpm.
The outlet from South Creek Reservoir consists of two, 32 inch diameter HDPE culverts installed
during the most recent dam improvements in July 2019. Water levels in the reservoir are monitored
with a Rugged Troll pressure transducer suspended in the reservoir from an existing platform and
associated data logger. A stage-discharge relationship for the culvert outlets was developed using the
software package HY-8 (FHA, 2021) for heads on the culvert from 0 to 18.63 ft [assumed depth to
dam overtopping,corresponding to flows from 0 to 152 cubic foot per second(cfs).A hydraulic analysis
of the concrete inlet structure confirmed that the culverts are the hydraulically limiting structure.
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Surface Water Management Report—Kings Mountain Page 15
Measurements from the data logger are manually downloaded, along with the groundwater monitoring
measurements, and converted to flow rates using the stage discharge relationship for the culverts.
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Figure 2-7: National Flood Hazard Layer Map of the Project Area
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On a regular basis, water level and flow data for the two monitoring stations are downloaded and
streamflows calculated for reporting. In addition to the continuous monitoring, Albemarle regularly
performs manual streamflow measurements using a handheld acoustic instrument following the United
States Geological Survey (USGS) Discharge measurement method (ISO 748:2021-Hydrometry). The
first sampling event was performed in May 2022.
Monitored streamflows and observed precipitation data at the site were used to produce a rainfall-
runoff model, which is used in surface water design calculations and water balance modeling to
estimate the amount of runoff that will report to the various hydrologic structures in response to
hypothetical rainfall events, both normal rainfall and extreme events.
2.4.5 Baseflow Estimates
Direct flow measurements on both Kings Creek and South Creek, described in Section 2.4.4, were
used to estimate baseflows for the Project area. At the time the May measurements were performed,
the antecedent dry period was about 12 days.Table 2-2 shows a summary of the monitoring locations,
the corresponding tributary catchments, the measured flows, and the baseflows per unit area in both
gpm/acre and cfs/acre.
Baseflows are presented as approximate values given that both catchments (South Creek and Kings
Creek) are affected by urban development in the upper parts, and by the presence of reservoirs.
Furthermore, Kings Creek is directly affected by flow discharges from Martin Marietta's Quarry Pit
reservoir and South Creek upstream of Weir #3 is impacted by seepage from the historical Tailings
Storage Facility (TSF).
Based on the monitoring data, baseflows range from 0.067 gpm/acre (0.00015 cfs/acre) to
0.46 gpm/acre (0.00100 cfs/acre).
Table 2-2: Baseflow Estimates for Kings Creek
Tributary Measured Flow Baseflow Estimate
Location Catchment (per unit area
acres m cfs m/acre) (cfs/acre
Kings Creek below Weir#3 1,741 117 0.26 0.067 0.00015
South Creek Reservoir Inlet 221 70 0.16 0.320 0.00072
South Creek Northern end of TSF 324 125-148 0.28-0.33 0.390-0.460 0.00090-0.00100
South Creek above Weir#3 552 178 0.4 0.320 0.00072
Source:SRK,2023
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3 Surface Water Controls
3.1 Design Objectives
The objectives of the surface water management plan are:
• To keep clean water, clean by constructing diversion channels to divert non-contact water
away from mine areas and to discharge into Kings Creek.
• To collect and manage contact water prior to discharging into Kings Creek.
3.2 Design Criteria
The following standards and guidelines apply with respect to surface water controls:
• Surface Mining Manual. A Guide for Permitting, Operation, and Reclamation. State of North
Carolina Department of Environment, Health, and Natural Resources. Division of Land
Resources. Land Quality Section. February 1996.
• Erosion and Sediment Control Planning and Design Manual. North Carolina. May 2013. North
Carolina Sedimentation Control Commission, North Carolina Department of Environment and
Natural Reserves, and the North Carolina Agricultural Extension Services.
3.2.1 NC Surface Mining Manual (1996)
The NC Surface Mining Manual (1996) stipulates that:
• Temporary diversions, those that function for less than a year, should be designed to carry at
least the 10-year design storm for the total drainage area, furthermore:
o Temporary diversions require erosion protection. Velocities over 2.5 ft per second may
require a temporary liner with supporting design calculations unless the soil is especially
erosion resistant.
o Side slopes of the diversion berm should be constructed to a 2 horizontal to 1 vertical, or
flatter. The slopes then should be immediately seeded.
• Permanent ditches and channels, those constructed to function for more than a year and to
carry concentrated runoff non-erosively to a predetermined destination, must be designed for
the 25-year storm event for the total drainage area, furthermore:
o Side slopes must be 2 horizontal to 1 vertical, or flatter.
o Grass-lined channels are generally used for slopes less than 5%.
o Velocities should not exceed 5 ft per second for established grass lined channels.
o Sharp bends and turns should be avoided.
o Velocities over the maximum allowable design velocity for grass lined channels require a
permanent structural lining such as riprap.
o In cases where velocity allows, riprap may be installed in the bottom of the channel with
grass lined side slopes to decrease the quantity of riprap needed. Filter fabric or a 6 inch-
deep sand gravel crushed stone filter must be installed under the riprap to prevent
undermining. The filter should extend under the entire area of the riprap lining.
o The receiving channel or outlet must be protected from erosion by ensuring that the outlet
velocity is minimized.
o Outlet protection should be included in if necessary.
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o Channels must be stabilized as soon as possible after construction, and sediment-laden
runoff diverted away from stabilized channels.
o Channels must be inspected after every major rainfall and appropriately repaired.
3.2.2 Project Adopted Criteria
Project adopted criteria for the surface water infrastructure (channels, culverts and sediment ponds)
that generally exceeded the recommendations of the NC Mining Manual as shown in Table 3-1.
Table 3-1 Project Design Criteria for Surface Water Infrastructure
Recommended by NC Mining Manual (1996)
Infrastructure Type Project Design Criteria And Erosion and Sediment Control Planning
and Desi n Manual NC.
Permanent Channels 100-year storm 10-year storm (temporary)
25- ear storm (permanent)
Culverts 100- ear storm 25-year storm
Ponds 25-year storm for all ponds 10- ear storm <20 acres
25- ear storm >20 acres
Source:SRK,2023
3.3 Methodology
SRK incorporated a stormwater management approach of using runoff treatment; all disturbed areas
are managed by Sediment Control measures, consisting of sediment mitigation at the source, and wet
ponds or stormwater wetlands to manage discharges to the existing drainages.
3.3.1 PCSWMM Software
PCSWMM is a state-of-the-art hydrological and hydraulic software. It is a commercial version of the
EPA SWMM5 (Storm Water Management Model), used for single event and long-term simulations of
water runoff quantity and quality in urban and rural watersheds. SWMM provides an integrated
environment for editing study area input data, running hydrologic, hydraulic and water quality
simulations, and viewing the results in a variety of formats. These include color-coded drainage area
and conveyance system maps, time series graphs and tables, profile plots, and statistical frequency
analyses. SWMM accounts for various hydrologic processes that produce runoff from urban and rural
areas, which include the following:
• Time-varying rainfall (precipitation) and evaporation of standing surface water
• Snow accumulation and melting
• Rainfall interception from depression storage
• Infiltration of rainfall into unsaturated soil layers
• Percolation of infiltrated water into groundwater layers Interflow between groundwater and the
drainage system
• Nonlinear reservoir routing of overland flow
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Spatial variability in all these processes is achieved by dividing a study area into a collection of smaller,
homogeneous, sub-catchment areas. Each of the areas contains its own fraction of pervious and
impervious sub-areas. Overland flow can be routed between sub-areas, between sub-catchments, or
between entry points of a drainage system.
SWMM contains a flexible set of hydraulic modeling capabilities used to route runoff and external
inflows through the drainage system network of pipes, channels, storage/treatment units and diversion
structures. These include the ability to do the following:
• Handle drainage networks of unlimited size.
• Use a wide variety of standard closed and open conduit shapes as well as natural channels.
• Model special elements, such as inlet drains, storage/treatment units, flow dividers, pumps,
weirs, and orifice
• Apply external flows and water quality inputs from surface runoff, groundwater interflow,
rainfall-dependent infiltration/inflow, dry weather flow, and user-defined inflows.
• Utilize either kinematic wave or full dynamic wave flow routing methods.
• Model various flow regimes, such as backwater, surcharging, reverse flow, and surface
ponding. apply user-defined dynamic control rules to simulate the operation of pumps, orifice
openings, and weir crest levels.
3.3.2 Hydrologic Methodology
Design flows were estimated using a hydrological model developed using PCSWMM. PCSWMM uses
additional hydrological parameters for each subcatchment, such as slope, Manning's roughness for
pervious and impervious areas, depression storage for pervious and impervious areas, and a width
parameter to estimate the flow path length. Runoff is routed for each subcatchment using a
combination of the continuity equation and the Manning's equation. Infiltration losses were calculated
using the Curve Number (CN) Method (NRCS 2004), adapted to EPA SWMM5, a well-established
methodology with a large library of parameters for different vegetation, soil types and surface
conditions.Table 3-2 presents the soil textures (USDA 2023)and CNs used for the individual surfaces
within the model. For basins with multiple types of surfaces, the CN was developed by weighting the
CNs by area.
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Table 3-2: CN Values
Soil/Land Use Classification MUSYM CURVENO
Water W 92
Uwharrie-Urban land, 2%to 8%slopes UxB 72
Uwharrie-Tatum complex, 8%to 15%slopes UvC 72
Uwharrie silty clay loam, 2%to 8%slopes, moderately eroded UuB2 72
Uwharrie silt loam, 2%to 8%slopes UtB 72
Urban land Ur 92
Udorthents-Urban land complex, 1%to 15%slopes UdC 72
Tate loam, 6%to 10% slopes TaC 72
Tate loam, 2%to 6% slopes TaB 72
Tate loam, 10%to 15% slopes TaD 72
Pits, quarry Pw 92
Madison-Bethlehem-Urban land complex, 2%to 8% slopes MnB 72
Madison clay loam, 6%to 10% slopes, moderately eroded McC2 72
Hulett gravelly sandy loam, 8%to 15%slopes, stony HtC 72
Helen a-Sed efield complex, 0%to 6%slopes HhB 84
Greenlee-Ostin,frequently flooded complex, 3%to 40%slopes,very stony GrD 68
Dam DAM 92
Cecil sandy clay loam, 2%to 8%slopes, moderately eroded CaB2 72
RS F 44
Haul Road 82
Source:SRK,2023
The contributing Kings Creek watershed at the 1-85 culvert crossing (obtained from the USGS), is
1,845 acres and it is shown in Figure 3-1.
The watershed was further subdivided into smaller subcatchments, delineated based on the developed
mine condition, as well as per mine phases. Characteristics of the model's subcatchments are
presented in detail in Table Al in Appendix A. The PCSWMM Status Report, including the model input
file, is also included in Appendix A. Additional hydrological and hydraulic supporting calculations are
include in Appendices 131, B2 and B3 in Appendix B.
Design rainfall was obtained from AWA(2022)as described in Section 2.2.4, and shown in that Section
as Table 2-1. The design storm events were distributed temporally using a hyetograph based on the
SCS Type II distribution (USDA, 1986).
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Surface Water Management
LPS I?
or
OPP
01
13
PN
Note:As additional surface water management structures are added to the design,updates to the channel network, basin delineation,and channel routing diagrams will be reflected in subsequent Apponoumn included in Appendix E
Figura3'1: Kings Creek Watershed Upstream of Interstate Hwy 85 and Model Subcatchments
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3.3.3 Hydraulic Methodology
PCSWMM contains a flexible set of hydraulic modeling capabilities used to route runoff and external
inflows through a drainage system network of pipes, channels, storage/treatment units, and diversion
structures using a variety of different conduit shapes, routing methods,flow regimes,and rainfall-runoff
relationships.The hydraulic modeling for the Project was conducted using the Dynamic wave analysis
(US EPA, 2017) which solves the complete form of the Saint Venant equations and, therefore,
produces the most theoretically accurate results. The model calculates flows, water depths and flow
velocities throughout the model network.
3.4 Conceptual Channel Network
Non-contact surface water channels will be constructed prior to disturbance to divert flows around
mine infrastructure. In addition, contact water channels will be constructed around waste rock dumps
(RSF) A and X, and around the Run-of-Mine (ROM) Pad, to collect surface runoff from these areas,
preventing mixing with non-contact water. Contact water will be temporarily held in seepage ponds
before it is pumped into the contact water management reservoir, WSB-1. A typical schematic of the
perimeter channel configuration is shown in Figure 3-2.
This document is intended to be a living document, with associated components, strategies, and
criteria added to or replaced in the SWMP as part of the adaptive management plan being
implemented at the site and will be added as addendums to this document:
• Addendum 1 is included as Appendix E-1 and addresses the addition of the Overburden
Stockpile Facilities (OSFs) and associated surface water controls and erosion control
measures associated with OSF-1, OSF-2, OSF-3.
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SAFETY BERPA
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Qr
PERIMETER ROAD 6511 TYP, RUNO�;EPACECONTACT WATER PITCH FRpE R
Source:SRK,2023
Figure 3-2: Typical Schematic of the Waste Rock Dump Perimeter Channel Configuration
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3.4.1 Final Channel Layout
Figure 3-3 shows the channel layout that will be constructed to provide surface water management
control during operations. The main components of the system are:
• Pit Perimeter diversion
• Haul Road channel network
• Waste Rock diversion and collection channels
The channels were sized to safely convey the peak flow produced by the 100-year, 24-hour storm
event using the maximum catchments that will contribute to them.
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A 6 C 0 E
.i`
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=Ow srk consulting A ALBEMARLE —-E PERMIT
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DPH � 32Q N —ET
n REFERENCE DRAWINGSN REVISIONS PRCFE59CeLA1 EN611 SYMP F —F-.-- -1.,— �FIG.E'.1 A
Source:SRK,2024
Figure 3-3 Final Channel Layout
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3.4.2 Phased Channel Layout
Table 3-3: Surface Water Management Activities by Phase
Mine Phase Water Management Activities
End of pre- Construction of sediment control pond SED POND 1
mining (Year Construction of sediment control BMPs
0) Construction of seepage control ponds
Construction of WSB-1
Construction of Haul Roads and associated non-contact and contact water channels around
RSF-A and RSF-X
Implementation of sediment control BMPs during construction
Commence pit dewatering
Water quality monitoring
Pit Phase 1 Operation and maintenance, sediment control,water quality monitoring
Pit Phase 2 Operation and maintenance, sediment control,water quality monitoring
Pit Phase 3 Operation and maintenance, sediment control,water quality monitoring
Construction of sediment control BMPs below Pit Phase 3
Construction of Phase 4 Haul Roads and associated non-contact and contact water
channels below the ultimate Pit Footprint
Pit Phase 4 Operation and maintenance, sediment control,water quality monitoring
End of Mining Operation and maintenance, sediment control,water quality monitoring
Active Closure Implementation of sediment control BMPs during Active Closure
Reclamation Decommissioning of sediment ponds and seepage ponds. Rerouting of catchments that
can drain by gravity into pit to maximize pit inflow. Rerouting of reclaimed/restored RSF
surface runoff into the non-contact water channels
Source:SRK,2024
3.4.3 Surface Water Channel Plan and Profiles
Plan and profile drawings of the channel drawings have been developed for the surface channel and
are included as a separate attachment. Drawings C0.00 and C1.00 provide a general location map,
list of drawings, and general facility arrangement map. Drawing C2.00 provides an index sheet of the
general location and orientation of each of the plan drawings. Drawings C2.01 through C2.24 present
the drawing alignments, grading and labels at 1"=50' scale, with accompanying profiles through the
channel centerlines. Drawings C3.01 through C3.04 provide typical sections and typical details of the
surface water management structures.
3.5 Design of Surface Water Controls
3.5.1 Channel Design
All channels were designed to safely convey the peak flow from the 100-year, 24-hour storm event
from the maximum area that will contribute to them.
The PCSWMM model described in Section 3.4 was used to determine design peak flows for all
channels identified in the conceptual streamflow network. These calculated flows, flow depths and
channel velocities were examined to iteratively adjust channel dimensions to arrive at acceptable
hydraulic conditions.
Non-contact channels will collect and convey runoff from disturbed and undisturbed natural ground to
sediment ponds or from sediment ponds to Kings Creek. Dimensions and calculated hydraulic
parameters for non-contact water channels are shown in Table 3-4 and Table 3-5. Figure 3-4 shows
the Pit Perimeter Non-contact water channels, and Figure 3-5 shows the non-contact water channels
around the RSFs.
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Sheet runoff and seepage coming from RSFs are considered contact water and will be collected by
surface water channels which will take the flows to seepage collection ponds and from there water will
be pumped to WSB-1. Dimensions and calculated hydraulic parameters for contact water channels
are shown in Table 3-6.
Table 3-7 presents a summary of the culvert crossings required where the channel network must cross
under perimeter and haul roads that have been identified at this stage of the project.
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Table 3-4: Pit Perimeter Diversion Non-Contact Channels
Required Stone Sizes in
Max
Bottom Max. Max. Water
Channel Mid Length Depth Width Side Slope IFlowl lVelocity Max/Full Depth [Freeboard Contributing Operational or
ID Revetment Minimum Ran a Maximum ft Rou hness ft ft Sloe ft/ft m ft/s Flow* De th/D** ft Ft Area ac Permanent
NC H21a Grassed - - - 954 0.028 2 5 3 5.6% 8350 2.42 0.06 0.6 1.1 0.9 2.6 Operational
NC H21 b Ri ra Class B 4 8 12 206 0.028 2 5 3 1.8% 20402 4.05 0.25 0.8 1.5 0.5 6.6 Operational
INC H42a Ri ra Class B 4 8 12 688 0.044 3 6 3 3.6% 50183 3.81 0.26 0.8 2.3 0.7 32.0 Permanent
NC H42b Grassed - - - 465 0.028 2 6 3 15.7% 1127 0.33 0 0.5 1.0 1.0 116.8 Permanent
INC H42c Ri ra Class B 4 8 12 575 0.028 1 2 3 0.9% 5126 6.53 0.65 0.5 0.5 0.5 1.4 Operational
INC P25a Grassed - - - 814 0.028 1.5 3 3 1.7% 3354 1.26 0.1 0.7 1.0 0.5 0.8 Operational
NC-H41a Riprap Class B 4 8 12 844 0.028 2 5 3 2.8% 30820 4.57 0.3 0.8 1.6 0.4 13.1 Operational
NC-H41 b Ri ra Class B 4 8 12 847 0.028 1.5 5 3 2.5% 15064 4.4 0.29 0.7 1.0 0.5 4.5 Permanent
NC-H41 c Ri ra Class B 4 8 12 1066 0.044 3 5 3 6.4% 40915 7.84 0.17 0.4 1.3 1.7 29.1 Permanent
NC-H43a Grassed - - - 849 0.028 1.5 3 3 0.6% 3509 1.3 12.93 0.7 1.0 0.5 8.4 Operational
NC-H43b Ri ra Class B 4 8 12 267 0.028 3 5 3 5.6% 10421 3.08 0.03 0.6 1.7 1.3 10.4 Operational
NC-H43c Ri ra Class B 4 8 12 636 0.028 2 3 3 3.7% 26917 3.85 0.3 0.9 1.8 0.2 8.8 Operational
NC-P43b Ri ra Class B 4 8 12 537 0.028 2 3 3 7.2% 15063 8.89 0.12 0.4 0.7 1.3 7.8 Operational
NC-P43c Ri ra Class B 4 8 12 438 0.028 2 3 3 2.7% 5529 3.9 0.07 0.3 0.6 1.4 3.7 Operational
NC-P43d Ri ra Class B 4 8 12 443 0.028 1.5 3 3 4.1% 3697 7.67 0.07 0.2 0.3 1.2 0.9 Operational
NC-P43e Ri ra Class B 4 8 12 549 0.028 1.5 3 3 4.3% 6191 9.1 0.12 0.3 0.4 1.1 7.4 Operational
NC-P43f Grassed - - - 864 0.028 1.5 3 3 3.5% 3048 1.24 0.07 0.6 0.9 0.6 0.8 Operational
Source:SRK,2024
*Max/Full Flow: Maximum flow through the channel,divided by the full flow capacity of the channel
"Depth/D: Normal water depth through the channel divided by channel's height
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NC-P43%
NC-P43b
N.C-P43c NC H2b
I N�G_(
N'G P43d
NC-P43e
NC 23
C-P43f
NG-H41
G-CULV-P43
NC_23a
N•C_H 21 a
C1-1
O NC H41 c —
1-121 b NC-1-143a
/61
C12
H42 N, H .
`-C LV-H21 /,C 3
00)
eek_1 �NC_CULV-H42iC13_1
PC 5 1 ❑ iN C=H42 b
Source:SRK,2023
Figure 3-4: Pit Perimeter Diversion Channels
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-C LV-1-121
C3
NC_SouthCreek_1 NC_CU
�N C_51 ❑ N:
NC SouthCreek_2 '
— C39 NCpH:51 a
r
C1
C-N. 611`2 'i! ---
1 !1
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Cl,
C 4 i �� �,-PP.52a-,1 r
-IIUVP611a
`4 NQ t.IL� kl reElC ..0
N C, PV61 b
i .
N'C IV v u Fu C P P,52ar2 �,rp P52b
�`. NW-P61b f4 t •
1 CNUVP6.1 '
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N'CD1l61:e l
��'
N ;D1-f
N�C�DV6;1°h 1
N'a 6'1'I G-NVfP :1.c
Source:SRK,2023
Figure 3-5: RSF Channels
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Table 3-5 RSF Non-Contact Water Channels
Required Stone Sizes in
Max
Bottom Max. Water
Length Depth Width Slope IVelocityl Depth Freeboard Contributing Operational
Channel ID Revetment Minimum Mid Range Maximum ft Roughness ft ft Side Slope ft/ft Max. IFlowl (gpm) ft/s Max/Full Flow* Depth/D** (ft) (Ft Area ac or Permanent
NC 61 o Ri ra Class B 4 8 12 200 0.044 3 4 3 0.014 51220 5.52 0.51 0.96 2.9 0.1 18.5 Permanent
NC DV3 Ri ra Class B 4 8 12 610 0.044 1.5 4 2.5 0.015 20674 5.37 0.99 0.84 1.3 0.2 6.6 Permanent
NC DV4 Ri ra Class B 4 8 12 458 0.044 1.5 4 2.5 0.068 20547 5.1 0.46 0.84 1.3 0.2 6.6 Permanent
NC DV61a Ri ra Class B 4 8 12 231 0.033 3 4 3 0.021 22654 5.69 0.14 0.39 1.2 1.8 8.5 Permanent
NC DV61 b Ri ra Class B 4 8 12 2865 0.033 3 4 3 0.026 23200 5.77 0.13 0.4 1.2 1.8 8.7 Permanent
NC DV61 c Ri ra Class B 4 8 12 183 0.033 3 4 3 0.048 46927 8.05 0.44 0.76 2.3 0.7 12.5 Permanent
NC-H51 c Riprap Class B 4 8 12 819 0.044 1.5 3 3 0.016 8534 5.13 0.43 0.48 0.7 0.8 2.1 Permanent
NC-H51 a Ri ra Class B 4 8 12 2496 0.044 1.5 3 3 0.021 7884 4.03 0.34 0.54 0.8 0.7 2.2 Permanent
Source:SRK,2023
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Table 3-6 RSF Contact Water Channels
Max
Bottom Max. Max. Water
Length Depth Width Side Slope IFlowl IVelocityl Max/Full Depth Freeboard Contributing
Channel ID Revetment ft Roughness (ft) (ft Sloe ft/ft m ft/s Flow" De th/D"* ft Ft Area ac Operational or Permanent
C-NWP61b Unlined 1009 0.028 3 4 3 3.4% 6486 3.34 0.03 0.27 0.81 2.19 7.7 Operational
C-NWP61c Unlined 1747 0.028 3.5 4 3 0.6% 12449 2.06 0.09 0.53 1.855 1.645 19.6 Operational
C-NWP61d Unlined 1020 0.028 3 4 3 2.5% 16519 3.09 0.08 0.58 1.74 1.26 37.2 Operational
C-NWP61e Unlined 1092 0.028 3 4 3 0.1% 7077 1.64 0.2 0.41 1.23 1.77 10.9 Operational
C-PWP52b Unlined 1264 0.028 1.5 3 3 1.7% 11580 3.24 0.35 0.8 1.2 0.3 35.0 Operational
C-PWP52c Unlined 1413 0.028 1.5 3 3 2.3% 4496 3.01 0.12 0.47 0.705 0.795 18.6 Operational
C-PWP52a 1 Unlined 973 0.028 1.5 5 3 5.6% 6133 4.27 0.08 0.34 0.51 0.99 6.7 Operational
C-PWP52a_2 Unlined 917 0.028 1.5 5 3 3.9% 13719 3.44 0.21 0.72 1.08 0.42 25.0 Operational
Source:SRK,2023
'Max/Full Flow: Maximum flow through the channel,divided by the full flow capacity of the channel
"Depth/H: Normal water depth through the channel divided by channel's height
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Table 3-7 Culvert Crossings
Max. Max. Max/ Riprap
Length Diameter Width Culvert Slope IFlowl IVelocityl Full Contributing Outlet
Name Tag ft Roughness ft ft Code" ft/ft m ft/s Flow** De th/D*** HW/D**** Area ac Required D50 in
C-CULV-P61 CSP 180 0.028 4 NA 5 44.4% 33634 20.14 0.17 0.34 0.6 75.3 yes Class B 12
NC Culv61 CSP 201 0.027 5 NA 6 5.5% 121871 23.15 0.92 0.58 2.6 56.4 yes Class B 12
NC Culv62 CSP 119 0.027 2.5 NA 6 9.3% 24363 14.73 0.9 0.7 3.2 9.2 yes Class B 10
NC CULV-H42 CSP 72 1 0.028 5 NA 6 1 13.7% 49665 11.35 1 0.25 0.54 0.9 116.8 yes Class B 10
NC CULV-P22 CSP 106 0.027 3 NA 6 8.5% 21092 8.26 0.5 0.75 1.3 59.5 yes Class B 8
NC-CULV-H21 CSP 86 0.027 4 NA 6 5.8% 42347 7.51 0.56 1 1 19.2 yes Class B 8
NC-CULV-P43 CSP 96 0.028 4 NA 6 0.3% 25353 7.19 1.66 0.64 0.9 13.9 yes Class B 8
NC-CULV-SCRK Multi late 398 0.044 10.76 27.3 47 1.5% 437688 13.81 0.47 0.34 0.5 284.9 yes Class B 10
C-CULV-P52 CSP 129 0.027 1 NA 6 0.8% 886 2.93 1.3 0.8 0.4 75.2 No NA
Source:SRK,2023
*Culvert code:Assigns a Federal Highway Administration(FHWA)culvert inlet rating curve.Code 6 corresponds to a circular corrugated metal pipe with a projecting inlet configuration.Code 47 corresponds to an arch corrugated
metal with inlet configuration as a thin wall projecting.
"Max/Full Flow: Maximum flow through the culvert,divided by the full flow capacity of the culvert
***Depth/D:Normal water depth through the culvert divided by culvert diameter or height
****HW/DUpstream maximum water depth upstream of the culvert,divided by the diameter or height of the culvert
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Both NC_Culv61 and NC_Culv62 are existing culverts under the railroad. Hydraulic modeling indicates
that the culverts can safely pass the peak flows from the 100-year, 24-hour storm event although flow
velocities through the culverts appear to be on the high end. During a field inspection (see Appendix C)
the culverts were deemed in good condition, thus it is recommended that they are kept as they are,
only adding riprap at the outlet for erosion protection.
The haul road leading to RSF-A will cross over South Creek, requiring a culvert crossing. To provide
for a more environmentally congruous stream path, a bottomless plate arch culvert with a span of
27.5 ft and a height of 11 ft was designed. The culvert will pass the design flood within the culvert while
allowing typical flows to pass through the culvert with minimal disruption as shown in Figure 3-6.
A second culvert crossing over Kings Creek is indicated, this is addressed in the haul road design
report (Hatch, 2023)
3.6 Sedimentation Controls
Sediment protection will be provided by utilizing the existing South Creek Reservoir as a sediment
control pond and constructing an additional sediment control pond that will receive non-contact water
flows from disturbed and undisturbed natural ground collected by the perimeter channels. The
sediment ponds will discharge directly to Kings Creek.
Where appropriate, temporary sediment traps will be installed, to service areas less than 5 acres, for
up to one year. The storage capacity of the traps will be at least 1,800 cubic feet (ft3) of storage per
disturbed acre of drainage area and will safely pass the 10-year, 24-hour design storm for the total
drainage area.
Collection ponds adjacent to the two rock storage facilities will receive contact water flows from the
collection channels and may act to remove sediments. However, the Collection ponds will transfer the
water to the WSB-1 either directly or through a water treatment plant(WTP)which will provide the final
sediment control capacity on contact water flow.
The Erosion and Sediment Control Plan (ECP)for the Project was developed as a general guidance
document which can be utilized over the life of the project. Multiple ECPs are anticipated to be
developed as the project advances through various stages of design and construction.
An operational ECP addressing changes in the area of disturbance after the initial construction phase
is included as Appendix D.
3.6.1 Permanent Sediment Control Ponds
Surface runoff from all the non-contact areas in the South Creek watershed or the Kings Creek
watershed north of the railroad will be collected and routed to the sediment control ponds. There are
two (2) sediment control ponds, one that collects runoff from the pit perimeter drainage and the other
for the minimally disturbed South Creek catchment. Table 3-8 presents a summary of the sediment
ponds with their main characteristics. According to the North Carolina Sediment and Erosion Control
Manual (2013), sediment basins (ponds)the following design criteria applies:
• The minimum basin volume to be determined based on 1,800 ft3 of storage per acre of
disturbed land.
• The minimum surface area to be determined based on the following relationship:
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A =0.01xQ
Where:
A = Surface area, acre
Q= peak inflow rate, cubic feet per second (cfs)
As per the North Carolina Mining Manual: "In the Coastal Plain and Piedmont regions, the above
equation has been shown to provide a trapping efficiency of 75% or greater for the 40 micron particle"
• As a minimum, design the combined spillway system for the sediment basin to be capable of
passing the 25-year storm event for the total drainage area.
Sed_Pond_1 will receive runoff from up to 112 acres of disturbed land, which includes haul roads and
other mine disturbed areas. The location of the pond is shown in Figure 3-7. Sed_Pond_1 will be
configured as a skimmer pond.
Additional sediment ponds may be added to the flow network as part of the adaptive management
plan implemented by the project and will be addressed through subsequent Addendums included in
Appendix E.
3.6.2 Pit Perimeter Ponds
Run-on to the North side of the open pit should be diverted to the South to avoid flooding the mining
activities in the bottom of the pit. However,the terrain upgradient of the pit in this area does not support
gravity flows around the perimeter. For this purpose, three ponds (see Table 3-9) are required on the
perimeter to capture the flows and convey them, through pumps and force mains, to the perimeter
channels discharging to the sediment ponds as shown in Figure 3-9. These ponds will capture the
runoff from the 100-year, 24-hour storm event, any runoff flow exceeding the pond capacity will report
to the pit bottom to be addressed by the active mine pit dewater system addressed in the mine water
Management plan, as described in the Water Balance Report (SRK 2023a).
Pit Pond 71 will be located near the north end of the pond and collect water from the drainages north
and west of the pit from predevelopment through closure.
Pit Pond 72 will be located near the crest of the Northwest side of the existing pit and will function until
Pit Phase expansion 4, which will mine out the pond. The area previously captured by this pond is
incorporated in the Phase 4 Pit footprint.
Pit Pond 73 will be located on the Northwest Pit perimeter road, collecting runoff below the North
access road from predevelopment through closure.
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Table 3-8: Summary of Sediment Ponds
Contributing %fl Required Design Design
Name Area Disturbed Storage Storage Surface Depth
(ac) Area (ft')x 1,000 (ft')x 1,000 ft2 x 1,Area
(ft)
Sed Pond 1 112 90%D 181.4 417 52.5 11
Source:SRK,2023
'Additional sediment ponds may be addressed in the Addendums,described in Appendix E.
Table 3-9: Pit Perimeter Ponds
Name Pond Capacity Pumping Capacity Surface Area
M al m acres
Pit Perimeter Pond 71 (LoM) 1.14 100 gpm 0.55
Pit Perimeter Pond 72 (Till Pit Phase 3) 0.52 50 gpm 0.48
Pit Perimeter Pond 73 (LoM) 0.27 25 gpm 0.30
Source:SRK,2023
HAUL ROAD SURFACE
HAUL ROAD FILL
MULTI-PLATE ARCH CULVERT
FLOW DEPTH 10 EH 2,2
STORM EVENT-4. fl RISE
18.]8 R
\ FLOW DEPTH 2-YR, %/ \pR G NAL GROUND
ORIGINAL GROUND 24NR STORM EVENT
FOOTER
IN IF IN IF N P
RESTORED ORIGINAL '
CHANNELHED
SPAN 21,3 R
Source:SRK 2023
Figure 3-6 Schematic of Bottomless Plate Arch Culvert Crossing South Creek at RSF-A
3.6.3 South Creek Reservoir
South Creek Reservoir(see Figure 3-8) is a legacy water body that will receive runoff from 357 acres
of tributary catchment, mainly the remaining part of the South Creek watershed that was not occupied
by RSFs.The South Creek Reservoir will be maintained through the life of the project and will continue
to operate as a flood control structure for the upstream area. The reservoir is functioning as designed
and no additional work is required on this facility.
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Ab R
` rA
H43
Chi
u
NC`CULV H42
NC H42b
Source:SRK 2023
Figure 3-7 Overview of Sediment Pond: Sed_Pond1
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Figure 3-8: Overview of South Creek Reservoir

SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page 40
s
Pit Pond -"
7 1
Pit Pond f
7 / Pit Pored
7 .
r
Source:SRK,2023
Figure 3-9: Overview of the Pit Perimeter Ponds
3.6.4 Seepage Collection Ponds
Seepage and runoff from the RSF will be collected and routed to the Water Storage Basin 1 (Section
3.6.4). These ponds have been sized in conjunction with the calculations performed in the water
balance modeling(SRK, 2024a)to address runoff and seepage reporting to the dump toes at a 25 year
AEP. As the lag through the RSFs is on the order of several days to weeks, multi-day storm events
and the dynamic facility heights must be considered. Pumping systems were developed as part of the
water balance modeling to maintain adequate freeboard in the pond for storm events up to the 25-year
AEP. Seepage ponds are summarized in Table 3-10.
Table 3-10: Seepage Collection Ponds Volumes and Surface Areas
Name Pond Capacity Surface Area
M al acres
RSF Collection Pond 61 (RSF-A) 0.66 0.35
RSF Collection Pond51 (RSF-X) 5.21 1.5
Source:SRK,2023a
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3.6.5 Water Storage Basin 1
As part of the mine water management system, contact water will be routed to the proposed WSB-1.
WSB-1 will be constructed above the footprint of the existing Executive Club Lake (described in
Section 2.4.2) by restoring the historically breeched embankment to the original crest elevation of
850 ft amsl above the current discharge outlet of approximately elevation 820 ft amsl. Detailed
engineering of the embankment raise, dam hazard classification, and dam breech analysis are
provided in the Water Storage Basin 1 Dam Safety Permit application (SRK, 2024). The elevation-
area-volume curve for WSB-1 is shown in Figure 3-10. Not that the existing storage of Executive Club
Lake below elevation 820 ft amsl is considered dead storage and not included in the calculation.
Contact water and other treated water streams will be pumped to WSB-1 for sediment control, mixing,
and monitoring prior to release to the drainage below the pond, where it will flow overland
approximately 1,500 ft before joining Kings Creek. Water will be withdrawn from WSB-1 as part of the
mine operations to provide water for process makeup, raw water supply,and dust suppression.WSB-1
has been designed to provide adequate water supply to the mine even during severe drought
conditions and provide for storage of contact water if upset conditions prevent release of contact water.
Based on the mine water balance modeling (SRK, 2024a), SRK estimates that WSB-1 can provide six
months of contact water containment under average climatic conditions and anticipated demands for
makeup water before needing to release water from the pond.
300
35 855
25 - - 845
E
20 840
c
v o
o �
0 13 835 =
a a
0
10 830
3 825
0 820
0,0 =,5 1.0 15 2,0 25 3,0
Pond Area(mllI[on sq ft)
—SurfaceArea —Volume
Source:SRK,2023
Figure 3-10: Water Storage Basin 1 Stage-Area-Volume Curve
The primary outlet from WSB-1 will be a low-level outlet through the embankment. The low-level outlet
will include a gated outlet at elevation 820 ft amsl to allow the pond to be completely drained for
maintenance activities but will not be used during normal operations. Normal operational discharges
will be managed through a series of 18 inch diameter vertical risers placed along the upstream
embankment face at 5 ft vertical spacing. Each of these risers may be manually closed with a cap,
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accessed from a stairway adjacent to the riser pipes. Nominal operations are expected to utilize the
riser at elevation 830 ft amsl, maintaining 10 ft of water within WSB-1 and an estimated volume of
32.09 million gallons(Mgal). If required due to upset conditions, additional risers can be capped raising
the water level in WSB-1 in 5 ft increments.
An emergency spillway is included for WSB-1 with an invert elevation of 843.0 ft amsl, discharging
over natural ground adjacent to the embankment and utilizing the historical alignment of the original
spillway to route the emergency overflow back to the original drainage which joins Kings Creek. The
emergency spillway has been sized to convey the PMF from the surrounding watershed with a
maximum flow depth of 2.0 ft above the spillway, limiting the maximum water level elevation in WSB-1
to elevation 845 ft amsl.
Contact water inflows to WSB-1 will be conveyed from other facilities in the Project area via the Contact
Water Pipeline, which will discharge to the pond at the far eastern (upstream) end of the pond which
forms a sediment forebay. A 5-ft high permeable rockfill dam will serve to trap coarse sediments in the
forebay. The remainder of WSB-1 forms a long, narrow lake, and with the nominal 830 ft amsl water
level and a 100-year peak inflow, results in an estimated 114 hours of residence time in WSB-1. This
is sufficient to trap 4-micron particle sized sediment. A conceptual schematic of WSB-1 is shown in
Figure 3-11.
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o�e
` �a1ve 4 Maximum Pond
SnJ �1 Water Level 845 ft
2.6 = Spillway Invert 843 ft.
Contact W er nd . 1 Open Inlet Riser Bottom Width 16 ft
on ributin W erst�ed El.840.0 ft.
78.7 c o Contact Water Open Inlet Riser
Pond Embankment El.835.D I
act W er (`! Open inlet Riser Operating
PI aline El.830.0 ft. Water Level
Cy scha a Capped Inlet Riser
Discharge mEmbankment -- El.825.0 ft.
r Low Level Drain Outlet
Existi g P in ediment Downstream To.
El.820.0 ft.
Pyl n o t r Foreba
8 1 ft Drain Outlet Valve
ackfill
¢ eakd B CONTACT WATER POND LOW-LEVEL OUTLET AIVD EMERGENCY SPILLWAY
/ NOT TO SCALE
p S
Removable 18"DIa.
DischargEnd Cap Pipeline
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on Fo Open 18"Dia.
50 �Ol� Inlet Inlet Pipe ;oStairsand 9o°9t
I a t<�� Riser ; Handrail °
kad'Nate,�eve1 1 � � Dlapenlnle 1
J 1 Aax�'um 7 13 t Aga 1 R�ment Pipe
e ency S l �t5 r� i Ors°barge Pi
843 ft ,✓ b � ,oel�ga
Isting Power no
EI 850 ft
Piipeser VERTICAL RISER SIDE DETAIL VERTICAL RISER TOP DETAIL
Outle a �+ NOT TO SCALE D NOT TO SCALE
I
a� •
Process Water Maximum Pond
c e otn L ntake(By Others) a - Water Level 845 ft
Duct d � y
Valve
Rockflll Crest Elevation
O 5 ft. El 837 ft
-� �.�1
on F Contact Water Pond Rockflll Berm Sediment Forebay Bottom
43 d Nominal Operating Level
- ¢: a .:E1 832 ft
EI 830 ft -•
J Ft CKFILL BERM FOR SEDIMENT FOREBAY DETAIL
I E NOT TO SCALE
ACONTACT WATER PLAN VIEW DESIGN:GPH REVIEWED:MH PREPARED RY DRAWING TITLE:
DRAWN:DPH APPROVED', �Srk consulting CONTACT WATER POND PLAN AND DETAILS
COORDINATE SY$TEM', 1//
3\\ NA PROJECT
DATE: REVISION, DRAWING NO
A
IF THE 05/18/2023
DOES NOT MEASUR 1 INCH,ABOVE BAR KINGS MOUNTAIN SRK PROJECT NO: FIGURE 3_9
E
FILE NAME:SW Report CcnI Water THE DRAWING SCALE ISALTERED
USPR000576.300
CAUseraWhoekstraORK ConsultinglttA USPRooD576 Albemarle Corpom6on Kings Mountain 2022 Pre Feasibility Study-Intem IW300 HydrelegylGISvnaps%SW Report Contact Water Pond-dwg
Figure 3-11: Water Storage Basin 1 Plan and Details
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page 44
3.7 Surface Water Controls Quantities
Quantities to develop the surface water management infrastructure were developed from the PFS-
level designs. All quantities include a 15% contingency. These quantities are provided in Table 3-11
and Table 3-12.
Pond areas, channels, and culvert lengths have been estimated from the layout drawings of the
surface water controls, while riprap and sand bedding quantities have been estimated from 2x the
riprap D50 thickness over the channel section.
Dimensions for concrete surface water control features have been provided, but detailed quantities of
the concrete block and headwall volumes, rebar, and bedding are beyond the scope of a PFS.
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page 45
Table 3-11: Surface Water Management Quantities: Channels
Channel ID Revetment Minimum Mid Maximum Length Depth Bottom Side Riprap
Range ft ft Width ft Sloe Volume ft3
NC_H21a Grassed 4 8 12 954 2 5 3 0.0
NC_H21 b Riprap Class B 4 8 12 206 2 5 3 4,846.4
NC_H42a Riprap Class B 4 8 12 688 3 6 3 22,915.2
NC_H42b I Grassed 4 8 1 12 465 2 1 6 3 0.0
NC_H42c Riprap Class B 4 8 12 575 1 2 3 6,378.2
NC_P25a Grassed 4 8 12 814 1.5 3 3 0.0
NC-H41 a Riprap(Class B) 4 8 12 844 2 5 3 19,850.8
NC-H41 b Riprap(Class B) 4 8 12 847 1.5 5 3 16,358.4
NC-H41 c Riprap(Class B) 4 8 12 1066 3 5 3 34,065.2
NC-H43a Grassed 4 8 12 849 1.5 3 3 0.0
NC-H43b Riprap(Class B) 4 8 12 267 3 5 3 8,548.8
NC-H43c Riprap(Class B) 4 8 12 636 2 3 3 13,279.5
NC-P43b Riprap Class B 4 8 12 537 2 3 3 11,210.9
NC-P43c Riprap Class B 4 8 12 438 2 3 3 9,138.9
NC-P43d Riprap Class B 4 8 12 443 1.5 3 3 7,380.7
NC-P43e Riprap Class B 4 8 12 549 1.5 3 3 9,134.9
NC-P43f Grassed 4 8 12 864 1.5 3 3 0.0
NC_610 Riprap(Class B) 4 8 12 200 3 4 3 6,119.3
NC_DV3 Riprap(Class B) 4 8 12 610 1.5 4 2.5 10,976.0
NC_DV4 Riprap(Class B) 4 8 12 458 1.5 4 2.5 8,241.6
NC_DV61a Riprap(Class B) 4 8 12 231 3 4 3 7,072.2
NC_DV61 b Riprap(Class B) 4 8 12 120 3 4 3 3,670.6
NC_DV61c Riprap(Class B) 4 8 12 2865 3 4 3 87,759.4
NC-H51 c Riprap Class B 4 8 12 819 1.5 3 3 13,634.4
NC-H51a Riprap Class B 4 8 12 2496 1.5 3 3 41,562.7
Total riprap volume 342,144
Source:SRK,2024
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SRK Consulting(U.S.),Inc.
Surface Water Management Report—Kings Mountain Page 46
Table 3-12: Surface Water Management Quantities: Outlet Stabilization Structures
Name Tag Length(ft) Diameter(ft) Width (ft) Riprap Outlet Required D50(in) Riprap Volume(ft3)
C-CULV-P61 CSP 180 4 NA yes(Class B) 12 448.0
NC_Culv61 CSP 201 5 NA yes(Class B) 12 560.0
NC_Culv62 CSP 119 2.5 NA yes(Class B) 10 200.0
NC_CULV-H42 CSP 72 5 NA yes (Class B) 10 400.0
NC_CULV-P22 CSP 106 3 NA yes (Class B) 8 128.0
NC-CULV-H21 CSP 86 4 NA yes (Class B) 8 170.7
NC-CULV-P43 CSP 96 4 NA yes (Class B) 8 170.7
NC-CULV-SCRK Multiplate 398 10.76 27.3 yes (Class B) 10 860.8
C-CULV-P52 CSP 129 1 NA No NA
Total riprap volume 2,938.1
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page 47
4 Conclusions
A site-wide surface water management plan has been prepared and summarized in this document. It
can be concluded that:
• Two separate conveyance systems will be developed: one for non-contact water and one for
contact water.
• Sediment control measures will be in place before any soil disturbance occurs.
• The Project requires approximately 15,000 ft (— 3 miles) of unlined non-contact water
channels.
• The Project requires about approximately ft(— 3 miles) of lined contact water channels.
• The Project requires one (1) new sediment control pond.
• The Project requires three (3) non-contact pit-perimeter ponds
• The Project requires two (2) seepage ponds to temporarily collect contact water from RSFs,
before it is pumped to WSB-1.
This document is intended to be a living document, with associated components, strategies, and
criteria added to or replaced in the SWMP as part of the adaptive management plan being
implemented at the site and will be added as addendums to this document:
• Addendum 1 is included as Appendix E-1 and draws conclusions on the surface water
management plan associated with OSF-1 through OSF-3
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Page 48
5 References
A.J. Peterka (1978). Hydraulic Design of Stilling Basins and Energy Dissipators Department of the
Interior, Bureau of Reclamation, 1978.
AWA (2022). Site-Specific Probable Maximum Precipitation Study for Kings Mountain Mining
Operations, North Carolina, Applied Weather Associates, September 2021, KM60-EN-RP-
9431.
FHA(2021). HY-8 culvert analysis software, Federal Highway Administration. Version 7.70.10.0, June
2. 2021
GPI Surveying (2022), lidar survey of the Kings Mountain Project Area, 2022
Hatch (2023), Haul Road Design Report for Kings Mountain
Kottek, M., J. Grieser, C. Beck, B. Rudolf, and F. Rubel, 2006: World Map of the Koppen-Geiger
climate classification updated. Meteorol. Z., 15, 259-263. DOI: 10.1127/0941-
2948/2006/0130.
NOAA (2023). NOAA Atlas 14 Point Precipitation Frequency Estimates: NC.
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html
NRCS, 2004. Part 630 Hydrology National Engineering Handbook, Chapter 10 Estimation of Direct
Runoff from Storm Rainfall. United States Department of Agriculture Natural Resources
Conservation Service, 210-V1-NEW, July 2004.
US Department of Agriculture (USDA) (1986). Urban Hydrology for Small Watersheds. Technical
Release 55 (TR-55).
US EPA(2016). Storm Water Management Model Reference Manual. Volume I. Hydrology(Revised).
EPA/600/R-15/162A I January 2016
US EPA (2017). Storm Water Management Model Reference Manual. Volume II. Hydraulics.
EPA/600/R-17/111
USDA NRCS. (2023). Web Soil Survey. https://websoilsurvey.sc.egov.usda.gov/.
USDA Forest Service. (2023). Land Areas of the National Forest System.
https://www.fs.fed.us/land/staff/lar/LAR2017/FIA data_products/LAR2017/FIA data_product
s/
SRK(2024a). Water Balance Development Report, SRK Consulting, March 2024.
SRK(2024b). Dam Safety Permit Application for Contact Water Pond, SRK Consulting.
Surface Mining Manual (1996). State of North Carolina, Department of Environment, Health and
Natural Resources, February 1996.
Department of Environment, Health, and Natural Resources. Division of Land Resources. Land Quality
Section. February(1996).Surface Mining Manual.A Guide for Permitting, Operation,and Reclamation.
State of North Carolina
MH/MW April 2024

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North Carolina Sedimentation Control Commission, North Carolina Department of Environment and
Natural Reserves, and the North Carolina Agricultural Extension Services (2013). Erosion and
Sediment Control Planning and Design Manual. North Carolina. May 2013.
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Disclaimer
SRK Consulting (U.S.), Inc. (SRK) has prepared this document for Albemarle Corporation, our client.
Any use or decisions by which a third party makes of this document are the responsibility of such third
parties. In no circumstance does SRK accept any consequential liability arising from commercial
decisions or actions resulting from the use of this report by a third party.
The opinions expressed in this document have been based on the information available to SRK at the
time of preparation. SRK has exercised all due care in reviewing information supplied by others for
use on this project. While SRK has compared key supplied data with expected values, the accuracy
of the results and conclusions from the review are entirely reliant on the accuracy and completeness
of the supplied data. SRK does not accept responsibility for any errors or omissions in the supplied
information, except to the extent that SRK was hired to verify the data.
Copyright
This report is protected by copyright vested in SRK Consulting (U.S.), Inc. It may not be reproduced
or transmitted in any form or by any means whatsoever to any person without the written permission
of the copyright holder.
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Appendices
Appendices
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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Appendices
Appendix A: Hydrologic and Hydraulic Calculations
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EPA STORM WATER MANAGEMENT MODEL-VERSION 5.1 (Build 5.1.015)
--------------------------------------------------------------
Element Count
Number of rain gages...... 10
Number of subcatchments... 130
Number of nodes........... 112
Number of links........... 103
Number of pollutants......0
Number of land uses.......0
Raingage Summary
Data Recording
Name Data Source Type Interval
------------------------------------------------------------------------
DUHARTSCREEK DUHARTSCREEK INTENSITY 5 min.
PMP-AWA PMP-AWA INTENSITY 1 min.
SCS_Type_II_11.7in_1000yr SCS_Type_II_11.7in_1000yr INTENSITY 6 min.
SCS_Type_II_2.3in_2yr_6hrSCS_Type_II_2.3in_2yr_6hr INTENSITY 6min.
SCS_Type_II_3.6in_2Y-24HR SCS_Type_II_3.6in_2Y-24HR INTENSITY 6 min.
SCS_Type_II_3.8in_10yr_6hr SCS_Type_II_3.8in_10yr_6hr INTENSITY 6 min.
SCS_Type_II_4.7in_25yr_6hr SCS_Type_II_4.7in_25yr_6hr INTENSITY 6 min.
SCS_Type_II_6in_100yr_6hr SCS_Type_II_6in_100yr_6hr INTENSITY 6 min.
SCS_Type_II_8.4in_100yr SCS_Type_II_8.4in 100yr INTENSITY 6 min.
SCS_Typell_25yr_4.7in SCS_Typell_25yr_4.7in INTENSITY 6 min.
Subcatchment Summary
Name Area Width %Impery %Slope Rain Gage Outlet
-----------------------------------------------------------------------------------------------------------
KCTrib_1 2.92 1000.00 0.00 5.2900 SCS_Type_I I_8.4in_1 00yr KM-Pit
KCTrib_2 29.37 1873.33 0.00 4.0000 SCS_Type_II_8.4in_100yr CardioHill
KCTrib_5 2.21 1000.00 0.00 5.2900 SCS_Type_II_8.4in_100yr Martin Marietta Pond
KCTrib_6 31.11 1897.03 0.00 5.2900 SCS_Type_II_8.4in_100yr J9
KCW_1 116.91 5807.51 16.06 1.5000 SCS_Type_II_8.4in_100yr Martin MariettaPond
KCW_13 2.58 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J76
KCW_18 2.35 200.00 0.00 1.0000 SCS_Type_II_8.4in_100yr J77
KCW_2 208.62 6527.36 30.60 1.6000 SCS_Type_II_8.4in_100yr SU1
KCW_3 82.13 2558.80 0.00 0.5000SCS_Type_II_8.4in_100yrJ12
KCW_5 91.31 4164.05 0.00 3.0000 SCS_Type_I I_8.4in_100yr J7
KCW_6 0.15 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J40
KMPit_1 23.18 250.00 0.00 0.5000 SCS_Type_II_8.4in_100yr PERIM-POND-71
KMPit_2 0.66 250.00 0.00 0.5000 SCS_Type_II_8.4in_100yr SU2
KMPit_3 1.58 100.00 0.00 2.5000 SCS_Type_II_8.4in_l00yr J23
KMPit_5 3.54 250.00 0.00 0.5000 SCS_Type_II_8.4in_l00yr J22
KMPit_6 0.91 100.00 0.00 2.5000 SCS_Type_II_8.4in_l00yr J25
KMPit_8 2.55 250.00 0.00 0.5000 SCS_Type_II_8.4in_l00yr J23
KMPit_9 0.18 250.00 0.00 0.5000 SCS_Type_II_8.4in_100yr J22
MM_Trib1_2 53.78 1890.20 1.67 4.0000E CS_Type_II_8.4in_100yr J70
MM_W1 53.32 1628.54 6.51 4.0000 SCS_Type_II_8.4in_100yr Martin Mari ettaPond
MM_W2 52.51 2145.39 17.13 2.4000 SCS_Type_II_8.4in_100yr Martin MariettaPond
PondNo1_W_1 0.77 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J26
PondNo1_W_2 21.98 1241.84 0.00 0.5000 SCS_Type_II_8.4in_100yr KM_Pit
PondNo1_W_3 0.75 1241.84 0.00 0.5000 SCS_Type_II_8.4in_100yr J27
S1 104.82 4908.07 0.00 0.5260 SCS_Type_II_8.4in_100yr KM_Pit
S1_4 144.88 1403.98 0.00 0.5440 SCS_Type_II_8.4in_100yr Martin MariettaPond
S1_5 2.49 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J79
S10 11.86 549.54 0.00 8.8610 SCS_Type_II_8.4in_100yr J96
S10_2 0.64 325.00 0.00 2.0000 SCS_Type_II_8.4in_100yr J20
S10_3 0.01 325.00 0.00 2.0000 SCS_Type_II_8.4in_100yr J20
S10_4 0.38 474.73 0.00 7.3060 SCS_Type_II_8.4in_100yr WRC-POND_61
S11 24.45 857.83 11.00 5.1510 SCS_Type_II_8.4in 100yr J43
S11_10 39.33 2039.21 0.00 1.0680 SCS_Type_II_8.4in_100yr J4
S11_4 0.00 806.87 0.00 3.5400 SCS_Type_II_8.4in_100yr J19
S11_5 8.41 2039.21 0.00 1.0680 SCS_Type_II_8.4in_100yr J71
S12 16.24 470.49 0.00 7.4400 SCS_Type_II_8.4in_100yr J46
S12_1 14.69 601.45 0.00 5.7390 SCS_Type_II_8.4in_100yr Pond1
S12_10 16.38 470.49 0.00 7.4400 SCS_Type_II_8.4in_100yr J38
S12_14 6.70 470.49 0.00 7.4400 SCS_Type_II_8.4in_100yr J44
S12_15 18.30 470.49 0.00 7.4400 SCS_Type_II_8.4in_100yr J37
S12_2 1.22 453.72 0.00 4.9530 SCS_Type_II_8.4in_l00yr J3
S12_3 10.04 601.45 0.00 6.0000 SCS_Type_II_8.4in_100yr J27
S12_4 41.31 601.45 0.00 5.7390 SCS_Type_II_8.4in_100yr Pond1
S12_5 24.33 453.72 0.00 4.9530 SCS_Type_II_8.4in_100yr J3
S12_6 11.86 461.84 0.00 6.6200 SCS_Type_II_8.4in_100yr J39
S12_7 1.65 461.84 0.00 6.6200 SCS_Type_II_8.4in_100yr J39
S12_8 0.79 461.84 0.00 6.6200 SCS_Type_II_8.4in_100yr J39
S12_9 0.51 461.84 0.00 6.6200 SCS_Type_II_8.4in_100yr J39
S13 2.01 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J72
S14 1.84 743.28 0.00 2.5000 SCS_Type_II_8.4in_100yr J93
S15 13.62 211.68 0.00 6.3930 SCS_Type_II_8.4in_100yr J1
S16 7.45 171.54 0.00 4.9600 SCS_Type_II_8.4in_100yr J33
S17 2.57 612.69 0.00 5.7810 SCS_Type_II_8.4in_100yr J32
S18 21.41 763.18 0.00 3.9980 SCS_Type_II_8.4in_100yr J55
S18_2 0.00 449.63 0.00 5.8240 SCS_Type_II_8.4in_l00yr J44
S18_4 0.01 449.63 0.00 5.8240 SCS_Type_II_8.4in_100yr J44
S19 10.89 560.60 0.01 8.5260 SCS_Type_II_8.4in 100yr J35
S19_1 71.87 1927.60 5.00 3.3990 SCS_Type_II_8.4in_100yrj53
S2 26.27 542.94 0.01 8.3870 SCS_Type_II_8.4in_100yr J97
S2_1 25.86 806.87 0.00 3.5400 SCS_Type_II_8.4in_100yr J55
S2_12 0.28 549.54 0.00 8.8610 SCS_Type_II_8.4in_100yr J95
S2_2 0.30 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J98
S2_3 2.35 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J5
S2_4 1.95 433.48 0.00 7.1220 SCS_Type_II_8.4in_100yr J98
S2_7 1.13 433.48 0.00 7.1220 SCS_Type_II_8.4in_100yr J201
S2_8 1.20 100.00 0.00 2.5000 SCS_Type_I I_8.4in_100yr J40
S20 4.46 463.55 0.00 3.5550 SCS_Type_II_8.4in_l00yr J84
S21 7.74 549.54 0.00 8.8610 SCS_Type_II_8.4in_100yr J99
S21_1 0.00 464.43 0.00 6.2030 SCS_Type_II_8.4in_100yr J39
S21_4 0.00 540.52 0.00 8.5800 SCS_Type_II_8.4in_100yr J95
S21_5 0.00 540.52 0.00 8.5800 SCS_Type_II_8.4in_100yr J95
S21_6 0.00 540.52 0.00 8.5800 SCS_Type_II_8.4in_100yr J95
S21_8 0.00 540.52 0.00 8.5800 SCS_Type_II_8.4in_100yr J95
S22 12.75 453.13 0.00 16.5460 SCS_Type_II_8.4in_100yr SouthCreekReservoir
S23 1.20 510.10 0.00 6.4280 SCS_Type_II_8.4in_100yr NAG-POND
S24 18.25 549.54 0.00 8.8610 SCS_Type_II_8.4in_100yr J95
S24_2 21.20 380.57 0.01 3.5980 SCS_Type_II_8.4in_100yr J20
S25 10.80 476.71 0.00 4.3670 SCS_Type_I I_8.4in_100yr J47
S25_3 0.00 476.57 0.00 4.3590 SCS_Type_II_8.4in_100yr J47
S26 6.51 478.28 0.00 4.4630 SCS_Type_II_8.4in_100yr J64
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....................
Subcatchment Summary(continued)
Name Area Width %Impery %Slope Rain Gage Outlet
-----------------------------------------------------------------------------------------------------------
S27 5.08 775.93 0.00 4.1810 SCS_Type_II_8.4in_100yr J65
S28 0.37 570.25 0.12 6.6640 SCS_Type_II_8.4in_100yr J84
S28_1 1.56 570.25 0.12 6.6640 SCS_Type_II_8.4in_100yr J65
S28_10 0.25 570.25 0.12 6.6640 SCS_Type_II_8.4in_l00yr J81
S28_11 0.29 570.25 0.12 6.6640 SCS_Type_II_8.4in_l00yr J82
S28_12 0.18 570.25 0.12 6.6640 SCS_Type_II_8.4in_l00yr J83
S28_14 0.42 570.25 0.12 6.6640 SCS_Type_II_8.4in_l00yr J85
S28_16 0.55 570.25 0.12 6.6640 SCS_Type_II_8.4in_l00yr J86
S28_17 0.48 570.25 0.12 6.6640 SCS_Type_II_8.4in_l00yr J87
S28_19 0.72 570.25 0.12 6.6640 SCS_Type_II_8.4in_l00yr J88
S28_2 2.12 570.25 0.12 6.6640 SCS_Type_II_8.4in_100yr J59
S28_3 1.67 570.25 0.12 6.6640 SCS_Type_II_8.4in_l00yr J62
S28_4 1.69 570.25 0.12 6.6640 SCS_Type_II_8.4in_100yr J91
S28_5 1.55 570.25 0.12 6.6640 SCS_Type_II_8.4in_100yr J90
S28_6 0.45 570.25 0.12 6.6640 SCS_Type_II_8.4in_100yr J64
S28_7 0.19 570.25 0.12 6.6640 SCS_Type_II_8.4in_100yr J30
S28_8 0.27 570.25 0.12 6.6640 SCS_Type_II_8.4in_l00yr J36
S28_9 0.25 570.25 0.12 6.6640 SCS_Type_II_8.4in_100yr J80
S3 7.41 257.19 0.00 0.5000 SCS_Type_II_8.4in 100yr J24
S3_1 2.37 666.24 11.00 5.2210 SCS _II__Type8.4in_l00yr J57
S3_2 0.37 666.24 0.00 5.2210 SCS_Type_II_8.4in_100yr J57
S4 7.49 463.32 0.00 3.5400 SCS_Type_II_8.4in_l00yr OF1
S5 1.78 100.00 0.00 2.5000 SCS_Type_II_8.4in 100yr J73
S5_11 1.75 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J201
S5_2 2.22 785.80 0.00 7.6720 SCS_Type_II_8.4in_l00yr J73
S5_3 3.40 785.80 0.00 7.6720 SCS_Type_II_8.4in_100yr Pondl
S5_8 1.35 315.98 0.00 7.6720 SCS_Type_II_8.4in_100yr Pondl
S6 42.40 2214.75 0.00 3.9770 SCS_Type_II_8.4in_100yr CardioHill
S7 0.82 416.40 0.00 4.6300 SCS_Type_II_8.4in_l00yr WRC-POND_61
S7_1 8.19 268.82 0.00 6.0000 SCS_Type_II_8.4in_100yr J93
S7_2 1.75 268.82 0.00 0.7130 SCS_Type_II_8.4in_l00yr J57
S7_4 5.31 828.06 0.00 3.6080 SCS_Type_II_8.4in_100yr j53
S7_5 2.24 743.47 0.30 5.3870 SCS_Type_II_8.4in_100yr J60
S7_7 0.44 474.48 0.00 7.2870 SCS_Type_II_8.4in_l00yr J39
S7_8 2.33 453.85 0.00 7.2560 SCS_Type_II_8.4in_100yr J92
S8 0.83 438.67 0.00 2.4760 SCS_Type_II_8.4in_100yr J67
S9 1.44 770.03 0.00 4.3050 SCS_Type_II_8.4in_l00yr J64
S9_2 2.28 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J78
S9_3 4.90 100.00 0.00 2.5000 SCS_Type_II_8.4in_100yr J70
S9_4 2.65 100.00 0.00 2.5000 SCS_Type_II_8.4in_l00yr J74
S9_8 0.00 549.54 0.00 8.8610 SCS_Type_II_8.4in_100yr J64
S9_9 0.15 549.54 0.00 8.8610 SCS_Type_II_8.4in_100yr J64
SC_north_3 14.38 1196.99 11.00 0.5000 SCS_Type_II_8.4in_l00yr SU2
SC_north_6 3.08 1196.99 0.00 0.5000 SCS_Type_I1_8.4in_100yr J93
SCW 9.17 684.27 0.00 5.0920 SCS_Type_II_8.4in_100yr J50
SCW_2 31.91 998.53 11.00 5.2300 SCS_Type_II_8.4in_100yr J43
SCW_26 88.28 1783.72 5.00 3.4200 SCS_Type_I I_8.4in_100yr J54
SCW_3-RESERVOIR_1 0.02 453.13 0.00 4.8980 SCS_Type_II_8.4in_l00yr South CreekReservoir
SCW_3-RESERVOIR_4 0.00 453.13 0.00 4.8980 SCS_Type_II_8.4in_l00yr South CreekReservoir
SCW_6 15.55 887.20 0.00 6.1800 SCS_Type_II_8.4in_100yr J20
Node Summary
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow
-------------------------------------------------------------------------------
J1 JUNCTION 783.00 61.00 0.0
J10 JUNCTION 845.00 8.00 0.0
J11 JUNCTION 839.00 26.00 0.0
J12 JUNCTION 847.00 10.00 0.0
J13 JUNCTION 775.00 61.00 0.0
J14 JUNCTION 775.00 28.00 0.0
J16 JUNCTION 776.00 61.00 0.0
J17 JUNCTION 784.00 61.00 0.0
J18 JUNCTION 821.00 2.67 0.0
J19 JUNCTION 945.00 0.00 0.0
J2 JUNCTION 958.00 3.00 0.0
J20 JUNCTION 823.00 48.15 0.0
J201 JUNCTION 875.00 5.00 0.0
J21 JUNCTION 895.00 48.15 0.0
J22 JUNCTION 984.00 2.00 0.0
J23 JUNCTION 972.00 2.00 0.0
J24 JUNCTION 988.66 1.50 0.0
J25 JUNCTION 983.16 1.50 0.0
J26 JUNCTION 988.66 1.50 0.0
J27 JUNCTION 958.25 4.00 0.0
J28 JUNCTION 877.00 12.23 0.0
J29 JUNCTION 916.00 2.00 0.0
J3 JUNCTION 778.00 61.00 0.0
J30 JUNCTION 970.86 5.21 0.0
J31 JUNCTION 866.15 8.98 0.0
J32 JUNCTION 875.87 9.13 0.0
J33 JUNCTION 795.00 75.00 0.0
J34 JUNCTION 794.00 76.00 0.0
J35 JUNCTION 925.75 5.76 0.0
J36 JUNCTION 967.78 8.79 0.0
J37 JUNCTION 881.00 2.08 0.0
J38 JUNCTION 866.95 1.50 0.0
J39 JUNCTION 845.00 1.50 0.0
J4 JUNCTION 802.00 65.00 0.0
J40 JUNCTION 879.00 1.00 0.0
J41 JUNCTION 933.41 1.00 0.0
J42 JUNCTION 916.00 0.00 0.0
J43 JUNCTION 906.00 40.00 0.0
J44 JUNCTION 935.00 4.77 0.0
J45 JUNCTION 830.00 19.25 0.0
J46 JUNCTION 940.00 0.50 0.0
J47 JUNCTION 835.00 18.98 0.0
J48 JUNCTION 938.00 1.50 0.0
J49 JUNCTION 940.00 1.50 0.0
J5 JUNCTION 801.00 69.00 0.0
J50 JUNCTION 915.00 33.00 0.0
J51 JUNCTION 904.00 2.50 0.0
J52 JUNCTION 965.00 1.50 0.0
j53 JUNCTION 867.00 48.15 0.0
J54 JUNCTION 947.00 8.22 0.0
J55 JUNCTION 934.00 17.65 0.0
J56 JUNCTION 906.00 17.65 0.0
J57 JUNCTION 979.00 1.50 0.0
J58 JUNCTION 929.60 4.98 0.0
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-3
Node Summary(continued)
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow
-------------------------------------------------------------------------------
J59 JUNCTION 929.00 1.50 0.0
J6 JUNCTION 825.00 26.00 0.0
J60 JUNCTION 929.00 1.50 0.0
J61 JUNCTION 954.00 3.00 0.0
J62 JUNCTION 0.00 2.00 0.0
J64 JUNCTION 975.70 4.68 0.0
J65 JUNCTION 974.00 3.72 0.0
J66 JUNCTION 923.72 9.84 0.0
J67 JUNCTION 903.00 1.50 0.0
J68 JUNCTION 889.00 4.00 0.0
J69 JUNCTION 870.00 13.00 0.0
J7 JUNCTION 818.00 64.00 0.0
J70 JUNCTION 937.00 4.00 0.0
J71 JUNCTION 884.00 1.50 0.0
J72 JUNCTION 879.00 3.00 0.0
J73 JUNCTION 891.00 2.00 0.0
J74 JUNCTION 873.00 2.00 0.0
J75 JUNCTION 853.00 37.00 0.0
J76 JUNCTION 944.00 2.00 0.0
J77 JUNCTION 874.00 1.00 0.0
J78 JUNCTION 839.00 2.00 0.0
J79 JUNCTION 662.00 2.00 0.0
J8 JUNCTION 829.00 26.00 0.0
J80 JUNCTION 963.78 8.63 0.0
J81 JUNCTION 960.00 7.63 0.0
J82 JUNCTION 946.94 8.37 0.0
J83 JUNCTION 933.15 9.10 0.0
J84 JUNCTION 898.51 11.11 0.0
J85 JUNCTION 859.49 12.38 0.0
J86 JUNCTION 854.84 13.65 0.0
J87 JUNCTION 851.04 14.92 0.0
J88 JUNCTION 848.00 16.19 0.0
J89 JUNCTION 840.00 21.09 0.0
J9 JUNCTION 828.00 26.00 0.0
J90 JUNCTION 837.85 20.49 0.0
J91 JUNCTION 861.00 48.15 0.0
J92 JUNCTION 900.00 1.97 0.0
J93 JUNCTION 982.00 2.00 0.0
J94 JUNCTION 958.50 4.00 0.0
J95 JUNCTION 900.00 4.54 0.0
J96 JUNCTION 910.00 3.50 0.0
J97 JUNCTION 925.00 3.00 0.0
J98 JUNCTION 882.37 7.00 0.0
J99 JUNCTION 944.00 3.00 0.0
J15 OUTFALL 765.00 28.00 0.0
OF1 OUTFALL 975.00 0.00 0.0
OF2 OUTFALL 880.00 1.00 0.0
CardioHill STORAGE 921.00 4.00 0.0
KM Pit STORAGE 655.00 200.00 0.0
MartinMariettaPond STORAGE 580.00 400.00 0.0
NAG POND STORAGE 827.00 5.00 0.0
PERIM-POND-71 STORAGE 920.00 5.00 0.0
Pondl STORAGE 850.00 50.00 0.0
Pond2 STORAGE 894.00 100.00 0.0
SouthCreekReservoir STORAGE 795.00 45.50 0.0
Sul STORAGE 900.00 19.00 0.0
SU2 STORAGE 965.00 5.00 0.0
WRC-POND 61 STORAGE 840.00 5.00 0.0
Link Summary
Name From Node To Node Type Length %Slope Roughness
---------------------------------------------------------------------------------------------
C1 J18 Jl CONDUIT 445.0 8.5705 0.0100
C10 J6 J7 CONDUIT 61.0 11.5462 0.0140
C11 J7 J4 CONDUIT 1164.3 1.3743 0.0280
C12 J4 J5 CONDUIT 619.3 0.1615 0.0120
C13_1 J5 J33 CONDUIT 631.7 0.9499 0.0280
C13_4 J34 J17 CONDUIT 806.3 1.2403 0.0280
C14_1 J1 J17 CONDUIT 3.9 -26.4192 0.0280
C14_2 J17 J3 CONDUIT 236.8 2.5344 0.0280
C15_1 J3 J16 CONDUIT 168.2 1.1890 0.0280
C15_2 J16 J13 CONDUIT 200.4 0.4991 0.0280
C16 J13 J14 CONDUIT 242.3 0.0004 0.0100
C17 J14 J15 CONDUIT 2198.0 0.4550 0.0280
C18 MartinMariettaPond J12 CONDUIT 2017.5 -13.3518 0.0280
C2 J18 J1 CONDUIT 449.8 8.4778 0.0100
C21 Sul J12 CONDUIT 1077.6 4.9245 0.0280
C22 J6 J7 CONDUIT 69.4 10.1315 0.0280
C3 Pondl J32 CONDUIT 369.1 0.0352 0.0280
C31 J77 J5 CONDUIT 330.7 22.6295 0.0100
C39 J51 j53 CONDUIT 554.0 6.6932 0.0280
C49 J69 MartinMariettaPond CONDUIT 4005.7 7.2587 0.0100
C5 J12 J10 CONDUIT 2162.6 0.0925 0.0280
C54 J79 MartinMariettaPond CONDUIT 2313.2 3.5471 0.0100
C6 J10 J11 CONDUIT 38.3 15.8468 0.0140
C7 J11 J8 CONDUIT 824.8 1.2125 0.0280
C8 J8 J9 CONDUIT 51.4 1.9474 0.0140
C9 J9 J6 CONDUIT 821.6 0.3652 0.0280
C-CULV-P52 J39 WRC-POND_61 CONDUIT 128.7 0.7769 0.0270
C-CULV-P61 J95 NAG-POND CONDUIT 180.0 44.3584 0.0280
C-NWP61a J2 J99 CONDUIT 1112.3 1.2588 0.0280
C-NWP61b J99 J96 CONDUIT 1009.3 3.3707 0.0280
C-NWP61c J96 J95 CONDUIT 1747.1 0.5724 0.0280
C-NWP61d J97 J95 CONDUIT 1020.4 2.4508 0.0280
C-NWP61e J35 J97 CONDUIT 1091.8 0.0689 0.0280
C-NWP61f_1 J61 J58 CONDUIT 913.8 2.6708 0.0280
C-NWP61f_2 J58 J35 CONDUIT 106.0 3.6358 0.0280
C-PWP51 J46 J92 CONDUIT 2340.0 1.7096 0.0440
C-PWP52a_1 J44 J37 CONDUIT 973.3 5.5567 0.0280
C-PWP52a_2 J37 J39 CONDUIT 916.7 3.9301 0.0280
C-PWP52b J38 J39 CONDUIT 1264.5 1.7362 0.0280
C-PWP52c J92 J38 CONDUIT 1413.1 2.3395 0.0280
NC_11 J78 J79 CONDUIT 1928.7 9.2159 0.0280
NC_22 J70 J68 CONDUIT 1957.6 2.4527 0.0280
NC_23 J74 J75 CONDUIT 1360.0 0.3677 0.0280
NC_23a J75 J4 CONDUIT 1049.5 4.8652 0.0280
NC_51 J49 J50 CONDUIT 175.5 14.3954 0.0280
NC 52 J48 J49 CONDUIT 92.8 -2.1552 0.0280
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-4
Link Summary(continued)
Name From Node To Node Type Length %Slope Roughness
---------------------------------------------------------------------------------------------
NC_610 J90 J47 CONDUIT 199.8 1.4278 0.0440
NC_Culv61 J43 J21 CONDUIT 200.9 5.4848 0.0270
NC_Culv62 J50 J51 CONDUIT 119.3 9.2594 0.0270
NC_CULV-H42 J32 J31 CONDUIT 71.7 13.6957 0.0280
NC_CULV-P22 J68 J69 CONDUIT 106.1 8.5172 0.0270
NC_DV3 J65 J52 CONDUIT 610.4 1.4747 0.0440
NC_DV4 J52 J55 CONDUIT 458.3 6.7794 0.0440
NC_DV61a J64 J30 CONDUIT 230.9 2.0963 0.0330
NC_DV61b J30 J36 CONDUIT 119.8 2.5703 0.0330
NC_DV61c J36 J80 CONDUIT 183.4 2.1838 0.0330
NC_DV61d J80 J81 CONDUIT 162.9 2.3196 0.0330
NC_DV61e J81 J82 CONDUIT 168.7 7.7647 0.0330
NC_DV61f J82 J83 CONDUIT 191.3 7.2269 0.0440
NC_DV61g J83 J66 CONDUIT 110.4 8.5697 0.0440
NC_DV61h J66 J84 CONDUIT 274.3 9.2321 0.0440
NC_DV61i J84 J85 CONDUIT 290.9 13.5360 0.0440
NC_DV61j J85 J86 CONDUIT 380.7 1.2213 0.0440
NC_DV61k J86 J87 CONDUIT 341.7 1.1133 0.0440
NC_DV611 J87 J88 CONDUIT 237.6 1.2781 0.0440
NC_DV61m J88 J89 CONDUIT 319.4 2.5057 0.0440
NC_DV61n J89 J90 CONDUIT 204.5 1.0504 0.0440
NC_DV610 J45 J20 CONDUIT 198.2 3.5343 0.0440
NC_DV61p J47 J45 CONDUIT 114.0 4.3895 0.0440
NC_H21a J76 J73 CONDUIT 953.5 5.5670 0.0280
NC_H21b J73 J98 CONDUIT 205.9 1.7653 0.0280
NC_H42a J201 Pondl CONDUIT 688.2 3.6352 0.0440
NC_H42b J31 J34 CONDUIT 465.4 15.6933 0.0280
NC_H42c J40 J77 CONDUIT 574.6 0.8701 0.0280
NC_P25a J67 J68 CONDUIT 813.7 1.7207 0.0280
NC_SouthCreek_1 J21 j53 CONDUIT 1221.6 2.2926 0.0260
NC_SouthCreek_2 J54 J56 CONDUIT 1719.6 2.3850 0.0280
NC SouthCreek 4 J55 J56 CONDUIT 563.8 4.9721 0.0280
NC_SouthCreek_5 J56 j53 CONDUIT 765.4 5.1017 0.0280
NC_SouthCreek_8 J91 J20 CONDUIT 2195.7 1.7309 0.0260
NC-CULV-H21 J28 Pondl CONDUIT 85.7 2.3344 0.0270
NC-CULV-KRCK J33 J34 CONDUIT 94.8 1.0548 0.0230
NC-CULV-P43 J94 J27 CONDUIT 95.7 0.2612 0.0280
NC-CULV-SCRK j53 J91 CONDUIT 398.4 1.5062 0.0440
NC-H41a J93 J94 CONDUIT 843.6 2.7869 0.0280
NC-H41b J57 J27 CONDUIT 846.9 2.4509 0.0280
NC-H41c J27 J201 CONDUIT 1065.7 7.8357 0.0440
NC-H43a J71 J72 CONDUIT 848.6 0.5892 0.0280
NC-H43b J72 J28 CONDUIT 267.4 0.7478 0.0280
NC-H43c J98 J28 CONDUIT 636.4 0.8430 0.0280
NC-H51a J60 J32 CONDUIT 2496.4 2.1288 0.0440
NC-H51b J29 OF2 CONDUIT 67.1 63.5294 0.0480
NC-1-151c J59 J29 CONDUIT 818.9 1.5876 0.0440
NC-1-151d J62 J29 CONDUIT 1103.3-148.9399 0.0440
NC-P43a J41 PERIM-POND-71 CONDUIT 956.1 0.5659 0.0280
NC-P43b J23 PERIM-POND-71 CONDUIT 537.3 7.1540 0.0280
NC-P43c J22 J23 CONDUIT 438.0 2.7408 0.0280
NC-P43d J25 SU2 CONDUIT 443.3 4.0999 0.0280
NC-P43e J24 SU2 CONDUIT 548.7 4.3163 0.0280
NC-P43f J26 J94 CONDUIT 864.3 3.4915 0.0280
South Creek Reservoir J20 SouthCreekReservoir CONDUIT 2457.9 1.1393 0.0440
W1 SouthCreekReservoir J18 WEIR
W2 SouthCreekReservoir J18 WEIR
Cross Section Summary
Full Full Hyd. Max. No.of Full
Conduit Shape Depth Area Rad. Width Barrels Flow
---------------------------------------------------------------------------------------
C1 CIRCULAR 2.67 5.60 0.67 2.67 183499.44
C10 CIRCULAR 4.00 12.57 1.00 4.00 1203424.03
C11 Transect6 64.00 9094.78 25.33 346.84 1 219054206.15
C12 CIRCULAR 4.00 12.57 1.00 4.00 128065.06
C13_1 TRAPEZOIDAL 8.00 256.00 4.37 56.00 11588320.28
C13_4 TRAPEZOIDAL 8.00 256.00 4.37 56.00 11814907.40
C14_1 Transectl 61.0011534.82 30.99 325.00 1 1393423826.66
C14_2 Transectl 61.0011534.82 30.99 325.00 1 431584073.95
C15_1 Transectl 61.0011534.82 30.99 325.00 1 295602994.66
C15_2 Transectl 61.0011534.82 30.99 325.00 1191517269.15
C16 RECT_CLOSED 5.00 40.00 1.54 8.00 3 7222.34
C17 Transect9 28.0010899.20 18.85 560.41 1124012020.77
C18 TRAPEZOIDAL 2.00 32.00 1.41 22.00 1350694.70
C2 CIRCULAR 2.67 5.60 0.67 2.67 183046.61
C21 TRAPEZOIDAL 10.00 340.00 5.06 64.00 15294343.86
C22 TRAPEZOIDAL 4.00 88.00 2.49 34.00 11226733.41
C3 TRAPEZOIDAL 3.00 42.00 1.75 23.00 127283.97
C31 DUMMY 0.00 0.00 0.00 0.00 1 0.00
C39 TRAPEZOIDAL 1.50 9.00 0.93 9.00 152731.78
C49 DUMMY 0.00 0.00 0.00 0.00 1 0.00
C5 TRAPEZOIDAL 8.00 352.00 4.99 68.00 1744203.02
C54 DUMMY 0.00 0.00 0.00 0.00 1 0.00
C6 CIRCULAR 4.00 12.57 1.00 4.00 1238316.56
C7 Transect7 26.00 2136.49 14.09 120.00 1 32697448.43
C8 CIRCULAR 4.00 12.57 1.00 4.00 183543.40
C9 Transect7 26.00 2136.49 14.09 120.00 1 17943973.13
C-CULV-P52 CIRCULAR 1.00 0.79 0.25 1.00 1 678.65
C-CULV-P61 CIRCULAR 4.00 12.57 1.00 4.00 1199361.46
C-NWP61a TRAPEZOIDAL 3.00 39.00 1.70 22.00 1148323.09
C-NWP61b TRAPEZOIDAL 3.00 39.00 1.70 22.00 1242711.99
C-NWP61c TRAPEZOIDAL 3.50 50.75 1.94 25.00 1142348.83
C-NWP61d TRAPEZOIDAL 3.00 39.00 1.70 22.00 1206958.67
C-NWP61e TRAPEZOIDAL 3.00 39.00 1.70 22.00 134694.91
C-NWP61f1 TRAPEZOIDAL 3.00 39.00 1.70 22.00 1216049.10
C-NWP61f7-_2 CIRCULAR 3.00 7.07 0.75 3.00 126502.47
C-PWP51 TRAPEZOIDAL 0.50 2.25 0.37 6.00 1 2278.12
C-PWP52a_1 TRAPEZOIDAL 1.50 14.25 0.98 14.00 179139.57
C-PWP52a_2 TRAPEZOIDAL 1.50 14.25 0.98 14.00 166556.30
C-PWP52b TRAPEZOIDAL 1.50 11.25 0.90 12.00 132937.62
C-PWP52c TRAPEZOIDAL 1.50 11.25 0.90 12.00 138234.76
NC_11 TRAPEZOIDAL 2.00 16.00 1.24 12.00 1133258.43
NC_22 TRAPEZOIDAL 4.00 48.00 2.19 20.00 1302246.26
NC_23 TRAPEZOIDAL 2.00 18.00 1.15 15.00 128540.15
NC_23a Transectl3 37.00 3614.59 22.52 168.78 1 151446892.03
NC_51 TRAPEZOIDAL 1.50 9.00 0.93 9.00 177333.35
NC_52 TRAPEZOIDAL 1.50 9.00 0.93 9.00 129922.80
NC 610 TRAPEZOIDAL 3.00 39.00 1.70 22.00 1 100523.64
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-5
.....................
Cross Section Summary(continued)
Full Full Hyd. Max. No.of Full
Conduit Shape Depth Area Rad. Width Barrels Flow
---------------------------------------------------------------------------------------
NC_Culv61 CIRCULAR 5.00 19.63 1.25 5.00 1131811.54
NC_Culv62 CIRCULAR 2.50 4.91 0.63 2.50 126972.42
NC_CULV-H42 CIRCULAR 5.00 19.63 1.25 5.00 1200849.94
NC_CULV-P22 CIRCULAR 3.00 7.07 0.75 3.00 142065.54
NC_DV3 TRAPEZOIDAL 1.50 11.63 0.96 11.50 120860.63
NC_DV4 TRAPEZOIDAL 1.50 11.63 0.96 11.50 144727.66
NC_DV61a TRAPEZOIDAL 3.00 39.00 1.70 22.00 1162407.70
NC_DV61b TRAPEZOIDAL 3.00 39.00 1.70 22.00 1179832.82
NC_DV61c TRAPEZOIDAL 3.00 39.00 1.70 22.00 1165759.65
NC_DV61d TRAPEZOIDAL 3.00 39.00 1.70 22.00 1170835.14
NC_DV61e TRAPEZOIDAL 3.00 39.00 1.70 22.00 1312563.09
NC_DV61f TRAPEZOIDAL 3.00 39.00 1.70 22.00 1226158.66
NC_DV61g TRAPEZOIDAL 3.00 39.00 1.70 22.00 1246274.77
NC_DV61h TRAPEZOIDAL 3.00 39.00 1.70 22.00 1255614.73
NC_DV61i TRAPEZOIDAL 3.00 39.00 1.70 22.00 1309514.52
NC_DV61j TRAPEZOIDAL 3.00 39.00 1.70 22.00 192971.92
NC_DV61k TRAPEZOIDAL 3.00 39.00 1.70 22.00 188763.61
NC_DV611 TRAPEZOIDAL 3.00 39.00 1.70 22.00 195109.15
NC_DV61m TRAPEZOIDAL 3.00 39.00 1.70 22.00 1133169.23
NC_DV61n TRAPEZOIDAL 3.00 39.00 1.70 22.00 186221.11
NC_DV610 TRAPEZOIDAL 8.00 256.00 4.37 56.00 11949632.60
NC_DV61p TRAPEZOIDAL 3.50 57.75 2.05 27.00 1296211.51
NC_H21a TRAPEZOIDAL 2.00 22.00 1.25 17.00 1143210.84
NC_H21b TRAPEZOIDAL 2.00 22.00 1.25 17.00 180644.06
NC_H42a TRAPEZOIDAL 3.00 45.00 1.80 24.00 1192579.63
NC_H42b TRAPEZOIDAL 2.00 24.00 1.29 18.00 1267946.35
NC_H42c TRAPEZOIDAL 1.00 5.00 0.60 8.00 1 7908.86
NC_P25a TRAPEZOIDAL 1.50 11.25 0.90 12.00 132790.80
NC SouthCreek 1 SC MAIN 48.1510552.93 27.85 464.86 1 376614157.34
NC_SouthCreek_2 Transect10 8.22 423.35 2.24 114.18 1 2662904.29
NC SouthCreek 4 Transectl1 17.65 546.13 8.09 56.42 1 11692504.82
NC SouthCreek 5 Transect12 10.00 410.03 3.35 74.10 1 4940360.56
NC_SouthCreek_8 SC MAIN 48.1510552.93 27.85 464.86 1 327241308.80
NC-CULV-H21 CIRCULAR 4.00 12.57 1.00 4.00 147428.47
NC-CULV-KRCK MODBASKETHANDLE 8.00 57.13 2.00 8.00 1270099.44
NC-CULV-P43 CIRCULAR 4.00 12.57 1.00 4.00 115297.67
NC-CULV-SCRK ARCH 10.76 231.44 3.22 27.30 1938539.44
NC-H41a TRAPEZOIDAL 2.00 22.00 1.25 17.00 1101327.17
NC-H41b TRAPEZOIDAL 1.50 14.25 0.98 14.00 152558.88
NC-H41c TRAPEZOIDAL 3.00 42.00 1.75 23.00 1258987.79
NC-H43a TRAPEZOIDAL 1.50 11.25 0.90 12.00 119187.88
NC-H43b TRAPEZOIDAL 3.00 42.00 1.75 23.00 1125730.78
NC-H43c TRAPEZOIDAL 2.00 18.00 1.15 15.00 143216.96
NC-H51a TRAPEZOIDAL 1.50 11.25 0.90 12.00 123209.43
NC-H51b TRAPEZOIDAL 1.00 5.00 0.67 7.00 142364.44
NC-H51c TRAPEZOIDAL 1.50 11.25 0.90 12.00 120043.68
NC-H51d TRAPEZOIDAL 2.00 16.00 1.09 14.00 1313916.10
NC-P43a TRAPEZOIDAL 1.00 6.00 0.64 9.00 1 8013.17
NC-P43b TRAPEZOIDAL 2.00 18.00 1.15 15.00 1125896.35
NC-P43c TRAPEZOIDAL 2.00 18.00 1.15 15.00 177924.96
NC-P43d TRAPEZOIDAL 1.50 11.25 0.90 12.00 150615.53
NC-P43e TRAPEZOIDAL 1.50 11.25 0.90 12.00 151933.85
NC-P43f TRAPEZOIDAL 1.50 11.25 0.90 12.00 146709.20
South Creek Reservoir TRAPEZOIDAL 3.00 42.00 1.75 23.00 1 98753.52
Transect Summary
Transect NC61 g
Area:
0.0026 0.0053 0.0082 0.0150 0.0238
0.0329 0.0425 0.0532 0.0640 0.0751
0.0872 0.0994 0.1117 0.1248 0.1385
0.1522 0.1667 0.1828 0.1991 0.2156
0.2344 0.2534 0.2724 0.2932 0.3150
0.3370 0.3601 0.3854 0.4109 0.4365
0.4626 0.4888 0.5150 0.5417 0.5686
0.5955 0.6227 0.6503 0.6780 0.7057
0.7342 0.7627 0.7912 0.8203 0.8497
0.8791 0.9089 0.9392 0.9696 1.0000
Hrad:
0.0303 0.0585 0.0810 0.0539 0.0833
0.1118 0.1241 0.1532 0.1817 0.2072
0.2210 0.2495 0.2775 0.2813 0.3093
0.3370 0.3208 0.3431 0.3703 0.3951
0.3790 0.4068 0.4344 0.4117 0.4390
0.4663 0.4408 0.4622 0.4915 0.5206
0.5409 0.5696 0.5977 0.6164 0.6449
0.6729 0.6901 0.7184 0.7464 0.7738
0.7869 0.8154 0.8423 0.8529 0.8811
0.9084 0.9168 0.9436 0.9718 1.0000
Width:
0.0871 0.0919 0.1028 0.2853 0.2922
0.2994 0.3491 0.3531 0.3573 0.3671
0.3990 0.4019 0.4048 0.4463 0.4492
0.4521 0.5213 0.5342 0.5384 0.5458
0.6202 0.6235 0.6268 0.7140 0.7189
0.7253 0.8199 0.8368 0.8387 0.8406
0.8576 0.8601 0.8636 0.8809 0.8834
0.8866 0.9042 0.9067 0.9095 0.9131
0.9343 0.9362 0.9401 0.9628 0.9651
0.9682 0.9923 0.9962 0.9981 1.0000
Transect NC61 h
Area:
0.0086 0.0173 0.0260 0.0349 0.0439
0.0565 0.0692 0.0820 0.0949 0.1078
0.1225 0.1373 0.1523 0.1673 0.1824
0.1997 0.2172 0.2350 0.2533 0.2720
0.2941 0.3162 0.3384 0.3608 0.3833
0.4065 0.4297 0.4529 0.4762 0.4995
0.5233 0.5471 0.5709 0.5947 0.6186
0.6430 0.6673 0.6918 0.7163 0.7409
0.7662 0.7915 0.8169 0.8423 0.8678
0.8941 0.9205 0.9470 0.9735 1.0000
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-6
................
Transect Summary(continued)
Transect NC61h(continued)
Hrad:
0.0272 0.0541 0.0806 0.1065 0.0945
0.1210 0.1472 0.1733 0.1991 0.1998
0.2244 0.2490 0.2743 0.2993 0.2875
0.3121 0.3363 0.3593 0.3794 0.3323
0.3577 0.3830 0.4082 0.4324 0.4439
0.4699 0.4960 0.5219 0.5478 0.5637
0.5896 0.6154 0.6411 0.6668 0.6807
0.7056 0.7304 0.7554 0.7803 0.7833
0.8087 0.8340 0.8593 0.8845 0.8826
0.9061 0.9303 0.9553 0.9803 1.0000
Width:
0.3235 0.3264 0.3292 0.3331 0.4731
0.4755 0.4778 0.4801 0.4825 0.5467
0.5528 0.5581 0.5613 0.5645 0.6414
0.6527 0.6612 0.6756 0.6931 0.8254
0.8283 0.8313 0.8342 0.8390 0.8686
0.8696 0.8707 0.8717 0.8728 0.8896
0.8907 0.8917 0.8928 0.8938 0.9106
0.9129 0.9152 0.9172 0.9192 0.9474
0.9487 0.9500 0.9513 0.9526 0.9842
0.9876 0.9902 0.9917 0.9932 1.0000
Transect NC61 i
Area:
0.0015 0.0034 0.0055 0.0083 0.0118
0.0153 0.0191 0.0236 0.0285 0.0335
0.0387 0.0452 0.0522 0.0594 0.0668
0.0757 0.0849 0.0944 0.1040 0.1156
0.1275 0.1395 0.1520 0.1662 0.1806
0.1953 0.2111 0.2289 0.2470 0.2651
0.2848 0.3067 0.3289 0.3513 0.3765
0.4048 0.4334 0.4622 0.4950 0.5300
0.5650 0.6001 0.6382 0.6776 0.7170
0.7565 0.8151 0.8765 0.9381 1.0000
Hrad:
0.0611 0.1126 0.1553 0.1666 0.2177
0.2685 0.3166 0.3115 0.3616 0.4097
0.4464 0.4166 0.4634 0.5116 0.5586
0.5239 0.5724 0.6218 0.5793 0.6241
0.6751 0.7255 0.6924 0.7373 0.7884
0.8368 0.7588 0.8144 0.8693 0.9237
0.8385 0.8903 0.9449 0.9960 0.8778
0.9193 0.9752 1.0276 0.9227 0.9851
1.0473 1.1093 1.0616 1.1224 1.1843
1.2459 0.9995 1.0519 1.1062 1.0000
Width:
0.0255 0.0299 0.0353 0.0498 0.0532
0.0557 0.0581 0.0731 0.0754 0.0778
0.0822 0.1041 0.1077 0.1106 0.1134
0.1385 0.1419 0.1446 0.1727 0.1780
0.1810 0.1838 0.2116 0.2171 0.2203
0.2240 0.2700 0.2721 0.2743 0.2765
0.3301 0.3346 0.3376 0.3417 0.4240
0.4313 0.4348 0.4400 0.5293 0.5304
0.5314 0.5325 0.5947 0.5970 0.5985
0.6000 0.9292 0.9323 0.9352 1.0000
Transect NC61j
Area:
0.0005 0.0012 0.0021 0.0030 0.0040
0.0058 0.0082 0.0108 0.0134 0.0161
0.0190 0.0267 0.0352 0.0441 0.0532
0.0626 0.0762 0.0975 0.1189 0.1404
0.1620 0.1838 0.2087 0.2346 0.2606
0.2866 0.3127 0.3390 0.3662 0.3935
0.4208 0.4482 0.4757 0.5040 0.5327
0.5615 0.5903 0.6192 0.6483 0.6788
0.7094 0.7401 0.7710 0.8019 0.8340
0.8671 0.9002 0.9334 0.9666 1.0000
Hrad:
0.0289 0.0541 0.0777 0.0991 0.1125
0.0802 0.1092 0.1369 0.1635 0.1890
0.2054 0.1092 0.1404 0.1651 0.1964
0.2249 0.1248 0.1585 0.1920 0.2252
0.2581 0.2892 0.2795 0.3126 0.3458
0.3789 0.4118 0.4278 0.4604 0.4929
0.5253 0.5574 0.5874 0.5975 0.6296
0.6615 0.6932 0.7247 0.7203 0.7501
0.7802 0.8106 0.8409 0.8694 0.8498
0.8809 0.9119 0.9428 0.9731 1.0000
Width:
0.0189 0.0231 0.0261 0.0291 0.0345
0.0721 0.0747 0.0773 0.0799 0.0825
0.0895 0.2496 0.2582 0.2716 0.2752
0.2886 0.6334 0.6370 0.6405 0.6441
0.6482 0.6562 0.7728 0.7753 0.7767
0.7781 0.7795 0.8132 0.8148 0.8163
0.8178 0.8193 0.8242 0.8583 0.8596
0.8608 0.8621 0.8634 0.9101 0.9139
0.9172 0.9198 0.9223 0.9269 0.9879
0.9894 0.9908 0.9923 0.9943 1.0000
Transect SC-MAIN
Area:
0.0047 0.0103 0.0168 0.0237 0.0312
0.0397 0.0487 0.0580 0.0684 0.0799
0.0921 0.1046 0.1173 0.1302 0.1435
0.1575 0.1719 0.1867 0.2021 0.2180
0.2345 0.2516 0.2689 0.2873 0.3062
0.3255 0.3451 0.3655 0.3861 0.4074
0.4301 0.4534 0.4774 0.5021 0.5277
0.5540 0.5811 0.6087 0.6367 0.6653
0.6944 0.7242 0.7551 0.7865 0.8183
0.8509 0.8863 0.9231 0.9607 1.0000
Hrad:
0.0310 0.0557 0.0831 0.1128 0.1296
0.1489 0.1751 0.1958 0.2052 0.2202
0.2440 0.2712 0.2988 0.3233 0.3408
0.3568 0.3823 0.3997 0.4132 0.4402
0.4710 0.5005 0.5296 0.5561 0.5823
0.6081 0.6329 0.6567 0.6814 0.7019
0.7233 0.7431 0.7639 0.7805 0.7990
0.8158 0.8331 0.8513 0.8688 0.8859
0.9032 0.9185 0.9325 0.9494 0.9649
0.9687 0.9799 0.9909 1.0010 1.0000
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-7
................
Transect Summary(continued)
Transect SC-MAIN(continued)
Width:
0.1200 0.1472 0.1604 0.1644 0.1887
0.2090 0.2168 0.2293 0.2583 0.2819
0.2927 0.2975 0.3008 0.3073 0.3214
0.3368 0.3417 0.3547 0.3720 0.3798
0.4018 0.4053 0.4155 0.4409 0.4512
0.4567 0.4713 0.4840 0.4857 0.5276
0.5359 0.5632 0.5649 0.5930 0.6097
0.6302 0.6452 0.6543 0.6675 0.6807
0.6929 0.7128 0.7370 0.7437 0.7571
0.8218 0.8492 0.8745 0.9044 1.0000
Transect SC-TRIB1
Area:
0.0010 0.0043 0.0088 0.0140 0.0194
0.0253 0.0318 0.0388 0.0462 0.0542
0.0624 0.0706 0.0789 0.0873 0.0961
0.1057 0.1157 0.1258 0.1363 0.1474
0.1591 0.1720 0.1856 0.1993 0.2134
0.2289 0.2452 0.2624 0.2800 0.2984
0.3175 0.3371 0.3588 0.3840 0.4166
0.4494 0.4825 0.5166 0.5512 0.5858
0.6214 0.6595 0.6983 0.7379 0.7790
0.8208 0.8636 0.9080 0.9534 1.0000
Hrad:
0.0215 0.0412 0.0740 0.1035 0.1378
0.1613 0.1840 0.2107 0.2384 0.2610
0.2966 0.3320 0.3669 0.3951 0.4048
0.4106 0.4425 0.4757 0.4861 0.4998
0.5044 0.4932 0.5265 0.5535 0.5613
0.5568 0.5701 0.5859 0.6086 0.6071
0.6427 0.6527 0.6676 0.6733 0.6885
0.7076 0.7287 0.7490 0.7721 0.7966
0.8193 0.8362 0.8577 0.8793 0.8981
0.9188 0.9397 0.9570 0.9791 1.0000
Width:
0.0398 0.0849 0.1029 0.1100 0.1143
0.1272 0.1402 0.1497 0.1575 0.1684
0.1697 0.1707 0.1718 0.1758 0.1890
0.2054 0.2082 0.2100 0.2228 0.2344
0.2514 0.2789 0.2815 0.2873 0.3039
0.3293 0.3451 0.3593 0.3690 0.3946
0.3958 0.4302 0.4563 0.6646 0.6775
0.6784 0.6921 0.7126 0.7134 0.7143
0.7708 0.7945 0.8081 0.8220 0.8575
0.8746 0.8902 0.9286 0.9502 1.0000
Transect Transectl
Area:
0.0022 0.0053 0.0094 0.0156 0.0242
0.0340 0.0447 0.0561 0.0685 0.0816
0.0951 0.1089 0.1229 0.1373 0.1522
0.1675 0.1833 0.1998 0.2166 0.2338
0.2515 0.2696 0.2883 0.3075 0.3272
0.3473 0.3678 0.3889 0.4103 0.4323
0.4547 0.4775 0.5010 0.5250 0.5496
0.5748 0.6006 0.6270 0.6541 0.6815
0.7095 0.7383 0.7685 0.8000 0.8326
0.8657 0.8990 0.9325 0.9661 1.0000
Hrad:
0.0308 0.0539 0.0768 0.0944 0.0947
0.1225 0.1506 0.1793 0.1967 0.2260
0.2558 0.2856 0.3131 0.3376 0.3632
0.3860 0.4087 0.4301 0.4529 0.4773
0.5005 0.5211 0.5369 0.5579 0.5810
0.6031 0.6227 0.6419 0.6629 0.6831
0.7053 0.7196 0.7372 0.7557 0.7712
0.7899 0.8003 0.8146 0.8344 0.8570
0.8650 0.8681 0.8718 0.8731 0.8841
0.9098 0.9365 0.9622 0.9877 1.0000
Width:
0.0786 0.1069 0.1321 0.2092 0.2778
0.3013 0.3210 0.3366 0.3751 0.3871
0.3963 0.4041 0.4145 0.4280 0.4388
0.4532 0.4674 0.4828 0.4965 0.5071
0.5193 0.5339 0.5542 0.5677 0.5784
0.5902 0.6047 0.6194 0.6317 0.6455
0.6565 0.6754 0.6914 0.7064 0.7243
0.7386 0.7616 0.7808 0.7943 0.8047
0.8309 0.8627 0.8955 0.9329 0.9593
0.9658 0.9703 0.9755 0.9809 1.0000
Transect Transectl0
Area:
0.0017 0.0037 0.0060 0.0085 0.0111
0.0139 0.0172 0.0207 0.0243 0.0281
0.0320 0.0363 0.0411 0.0464 0.0519
0.0575 0.0633 0.0694 0.0783 0.0885
0.0988 0.1094 0.1201 0.1311 0.1538
0.1826 0.2115 0.2404 0.2694 0.2984
0.3283 0.3588 0.3895 0.4203 0.4512
0.4822 0.5146 0.5484 0.5823 0.6163
0.6504 0.6845 0.7206 0.7593 0.7981
0.8371 0.8761 0.9152 0.9559 1.0000
Hrad:
0.0661 0.1225 0.1777 0.2308 0.2815
0.3292 0.3423 0.3905 0.4367 0.4811
0.5153 0.5455 0.5334 0.5722 0.6188
0.6610 0.6999 0.7383 0.7588 0.7783
0.8028 0.8303 0.8595 0.8882 0.7945
0.7384 0.7101 0.6981 0.6964 0.7016
0.7046 0.7153 0.7295 0.7459 0.7640
0.7835 0.7906 0.8086 0.8278 0.8479
0.8687 0.8895 0.8916 0.9087 0.9271
0.9463 0.9660 0.9863 0.9842 1.0000
Width:
0.0421 0.0490 0.0538 0.0577 0.0612
0.0646 0.0768 0.0801 0.0835 0.0869
0.0924 0.0988 0.1156 0.1213 0.1247
0.1290 0.1339 0.1389 0.2264 0.2323
0.2360 0.2397 0.2444 0.2515 0.6491
0.6505 0.6519 0.6534 0.6548 0.6562
0.6867 0.6922 0.6941 0.6959 0.6978
0.6997 0.7628 0.7645 0.7661 0.7678
0.7695 0.7735 0.8697 0.8759 0.8778
0.8796 0.8815 0.8833 0.9921 1.0000
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-8
................
Transect Summary(continued)
Transect Transectl 1
Area:
0.0032 0.0070 0.0116 0.0169 0.0226
0.0290 0.0358 0.0432 0.0511 0.0596
0.0687 0.0783 0.0883 0.0988 0.1099
0.1214 0.1336 0.1465 0.1600 0.1740
0.1887 0.2040 0.2198 0.2363 0.2533
0.2714 0.2904 0.3100 0.3304 0.3516
0.3736 0.4017 0.4312 0.4611 0.4916
0.5225 0.5541 0.5863 0.6189 0.6520
0.6854 0.7191 0.7530 0.7872 0.8218
0.8568 0.8921 0.9278 0.9637 1.0000
Hrad:
0.0370 0.0692 0.0921 0.1197 0.1430
0.1657 0.1885 0.2103 0.2275 0.2467
0.2670 0.2878 0.3069 0.3253 0.3437
0.3608 0.3761 0.3919 0.4098 0.4273
0.4435 0.4605 0.4778 0.4951 0.5090
0.5153 0.5319 0.5512 0.5743 0.5983
0.6155 0.6330 0.6524 0.6728 0.6929
0.7134 0.7336 0.7539 0.7741 0.7944
0.8150 0.8358 0.8566 0.8774 0.8979
0.9184 0.9389 0.9595 0.9798 1.0000
Width:
0.0988 0.1127 0.1378 0.1499 0.1663
0.1816 0.1945 0.2075 0.2261 0.2422
0.2559 0.2680 0.2816 0.2959 0.3099
0.3258 0.3442 0.3621 0.3773 0.3929
0.4105 0.4272 0.4431 0.4590 0.4793
0.5108 0.5297 0.5446 0.5747 0.5913
0.6159 0.8070 0.8149 0.8229 0.8446
0.8545 0.8777 0.8883 0.9013 0.9135
0.9197 0.9260 0.9340 0.9437 0.9544
0.9653 0.9731 0.9810 0.9904 1.0000
Transect Transectl2
Area:
0.0036 0.0077 0.0121 0.0167 0.0215
0.0264 0.0315 0.0368 0.0422 0.0478
0.0536 0.0596 0.0658 0.0722 0.0789
0.0859 0.0930 0.1004 0.1079 0.1156
0.1401 0.1647 0.1894 0.2143 0.2395
0.2660 0.2928 0.3198 0.3470 0.3743
0.4023 0.4307 0.4592 0.4878 0.5166
0.5462 0.5760 0.6060 0.6361 0.6664
0.6982 0.7302 0.7624 0.7947 0.8273
0.8616 0.8960 0.9305 0.9651 1.0000
Hrad:
0.0553 0.1057 0.1544 0.2014 0.2455
0.2874 0.3271 0.3653 0.4019 0.4368
0.4706 0.5034 0.5323 0.5584 0.5842
0.6147 0.6446 0.6740 0.7028 0.7312
0.6566 0.6200 0.6030 0.5979 0.5975
0.6012 0.6091 0.6203 0.6339 0.6476
0.6627 0.6793 0.6971 0.7157 0.7327
0.7502 0.7696 0.7894 0.8096 0.8222
0.8414 0.8608 0.8805 0.8999 0.9111
0.9301 0.9494 0.9690 0.9887 1.0000
Width:
0.1074 0.1178 0.1242 0.1291 0.1339
0.1387 0.1436 0.1483 0.1531 0.1581
0.1630 0.1680 0.1744 0.1820 0.1896
0.1948 0.2001 0.2054 0.2106 0.6761
0.6795 0.6828 0.6861 0.6895 0.7301
0.7385 0.7452 0.7492 0.7531 0.7706
0.7813 0.7868 0.7904 0.7940 0.8111
0.8246 0.8280 0.8313 0.8347 0.8785
0.8831 0.8876 0.8921 0.8988 0.9460
0.9494 0.9528 0.9561 0.9595 1.0000
Transect Transectl3
Area:
0.0027 0.0064 0.0117 0.0187 0.0264
0.0348 0.0437 0.0529 0.0624 0.0724
0.0827 0.0934 0.1045 0.1170 0.1318
0.1513 0.1713 0.1923 0.2139 0.2358
0.2577 0.2799 0.3023 0.3248 0.3477
0.3707 0.3940 0.4175 0.4413 0.4652
0.4892 0.5135 0.5380 0.5627 0.5875
0.6125 0.6377 0.6632 0.6887 0.7144
0.7402 0.7662 0.7922 0.8186 0.8453
0.8734 0.9032 0.9338 0.9659 1.0000
Hrad:
0.0291 0.0477 0.0546 0.0812 0.1018
0.1234 0.1475 0.1702 0.1922 0.2126
0.2332 0.2531 0.2707 0.2878 0.2952
0.2989 0.3057 0.3191 0.3391 0.3600
0.3819 0.4043 0.4270 0.4500 0.4730
0.4962 0.5193 0.5424 0.5656 0.5889
0.6123 0.6351 0.6583 0.6815 0.7045
0.7274 0.7502 0.7730 0.7959 0.8189
0.8417 0.8645 0.8871 0.9091 0.9309
0.9507 0.9688 0.9843 0.9912 1.0000
Width:
0.0854 0.1230 0.1955 0.2068 0.2326
0.2514 0.2613 0.2718 0.2821 0.2940
0.3040 0.3143 0.3277 0.3991 0.5558
0.5731 0.5898 0.6227 0.6278 0.6345
0.6374 0.6451 0.6506 0.6561 0.6645
0.6701 0.6776 0.6841 0.6896 0.6940
0.6975 0.7070 0.7118 0.7155 0.7208
0.7268 0.7335 0.7384 0.7418 0.7448
0.7485 0.7526 0.7576 0.7652 0.7918
0.8563 0.8677 0.8959 0.9804 1.0000
Transect Transect14
Area:
0.0051 0.0107 0.0168 0.0234 0.0304
0.0379 0.0459 0.0546 0.0636 0.0729
0.0836 0.0948 0.1065 0.1189 0.1318
0.1451 0.1595 0.1757 0.1922 0.2092
0.2311 0.2532 0.2754 0.2977 0.3201
0.3427 0.3656 0.3889 0.4124 0.4363
0.4616 0.4872 0.5130 0.5396 0.5666
0.5939 0.6213 0.6489 0.6767 0.7047
0.7331 0.7616 0.7903 0.8194 0.8488
0.8783 0.9083 0.9386 0.9692 1.0000
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-9
................
Transect Summary(continued)
Transect Transect14(continued)
Hrad:
0.0317 0.0612 0.0887 0.1130 0.1372
0.1609 0.1760 0.1980 0.2216 0.2445
0.2413 0.2626 0.2839 0.2955 0.3164
0.3378 0.3585 0.3794 0.4004 0.4214
0.4335 0.4518 0.4717 0.4926 0.5142
0.5363 0.5582 0.5799 0.6017 0.6233
0.6419 0.6618 0.6816 0.7000 0.7191
0.7385 0.7579 0.7774 0.7969 0.8155
0.8349 0.8543 0.8736 0.8910 0.9100
0.9285 0.9457 0.9633 0.9817 1.0000
Width:
0.1751 0.1906 0.2039 0.2208 0.2349
0.2471 0.2735 0.2872 0.2964 0.3056
0.3574 0.3714 0.3845 0.4119 0.4252
0.4368 0.5179 0.5299 0.5425 0.5556
0.7125 0.7167 0.7208 0.7250 0.7292
0.7333 0.7522 0.7588 0.7665 0.7778
0.8254 0.8313 0.8426 0.8716 0.8795
0.8851 0.8909 0.8968 0.9027 0.9167
0.9213 0.9260 0.9317 0.9482 0.9539
0.9617 0.9766 0.9878 0.9939 1.0000
Transect Transect6
Area:
0.0014 0.0033 0.0057 0.0089 0.0133
0.0187 0.0252 0.0326 0.0410 0.0503
0.0605 0.0713 0.0827 0.0945 0.1069
0.1198 0.1331 0.1471 0.1616 0.1768
0.1925 0.2093 0.2270 0.2455 0.2658
0.2870 0.3089 0.3314 0.3547 0.3787
0.4031 0.4281 0.4535 0.4795 0.5060
0.5332 0.5610 0.5896 0.6188 0.6484
0.6785 0.7092 0.7407 0.7728 0.8054
0.8386 0.8756 0.9139 0.9534 1.0000
Hrad:
0.0409 0.0698 0.0939 0.0997 0.1204
0.1437 0.1650 0.1837 0.2107 0.2345
0.2565 0.2859 0.3188 0.3445 0.3706
0.4006 0.4277 0.4505 0.4736 0.4978
0.5200 0.5278 0.5480 0.5683 0.5604
0.5870 0.6130 0.6350 0.6594 0.6854
0.7160 0.7422 0.7704 0.7961 0.8215
0.8441 0.8643 0.8881 0.9150 0.9428
0.9690 0.9897 1.0087 1.0323 1.0598
1.0868 1.1066 1.1264 1.1361 1.0000
Width:
0.0334 0.0429 0.0540 0.0820 0.1017
0.1199 0.1409 0.1647 0.1796 0.1976
0.2168 0.2287 0.2354 0.2483 0.2603
0.2682 0.2783 0.2915 0.3043 0.3164
0.3295 0.3547 0.3709 0.3867 0.4276
0.4406 0.4534 0.4697 0.4841 0.4970
0.5049 0.5166 0.5263 0.5375 0.5491
0.5633 0.5792 0.5922 0.6023 0.6114
0.6217 0.6364 0.6525 0.6648 0.6738
0.6830 0.7762 0.7963 0.8210 1.0000
Transect Transect7
Area:
0.0062 0.0129 0.0216 0.0310 0.0416
0.0526 0.0643 0.0765 0.0893 0.1025
0.1161 0.1302 0.1446 0.1595 0.1748
0.1919 0.2105 0.2300 0.2500 0.2711
0.2924 0.3140 0.3356 0.3575 0.3795
0.4017 0.4240 0.4465 0.4691 0.4919
0.5149 0.5382 0.5615 0.5851 0.6089
0.6329 0.6570 0.6812 0.7056 0.7302
0.7550 0.7799 0.8050 0.8302 0.8573
0.8849 0.9132 0.9419 0.9709 1.0000
Hrad:
0.0354 0.0540 0.0862 0.1049 0.1363
0.1608 0.1902 0.2111 0.2388 0.2619
0.2887 0.3126 0.3368 0.3603 0.3842
0.3997 0.4178 0.4354 0.4525 0.4207
0.4477 0.4747 0.5005 0.5249 0.5504
0.5752 0.5995 0.6239 0.6474 0.6682
0.6903 0.7135 0.7350 0.7547 0.7760
0.7981 0.8199 0.8413 0.8605 0.8798
0.8997 0.9197 0.9398 0.9599 0.9190
0.9403 0.9439 0.9643 0.9790 1.0000
Width:
0.2172 0.2926 0.3053 0.3598 0.3691
0.3940 0.4042 0.4322 0.4439 0.4624
0.4732 0.4885 0.5025 0.5164 0.5289
0.6270 0.6546 0.6765 0.6956 0.7294
0.7346 0.7387 0.7444 0.7520 0.7565
0.7616 0.7670 0.7713 0.7766 0.7860
0.7927 0.7970 0.8033 0.8122 0.8183
0.8227 0.8270 0.8313 0.8386 0.8456
0.8513 0.8567 0.8613 0.8657 0.9450
0.9493 0.9772 0.9829 0.9957 1.0000
Transect Transect9
Area:
0.0010 0.0023 0.0043 0.0069 0.0102
0.0152 0.0213 0.0291 0.0374 0.0479
0.0591 0.0718 0.0853 0.0998 0.1162
0.1336 0.1527 0.1722 0.1931 0.2145
0.2368 0.2596 0.2827 0.3062 0.3298
0.3538 0.3780 0.4023 0.4267 0.4513
0.4762 0.5015 0.5273 0.5533 0.5796
0.6062 0.6330 0.6602 0.6875 0.7152
0.7430 0.7713 0.7997 0.8282 0.8567
0.8852 0.9138 0.9425 0.9712 1.0000
Hrad:
0.0279 0.0328 0.0599 0.0605 0.0870
0.0731 0.1004 0.1042 0.1043 0.1321
0.1362 0.1638 0.1727 0.2005 0.1953
0.2228 0.2310 0.2415 0.2692 0.2803
0.3079 0.3278 0.3552 0.3766 0.4038
0.4276 0.4521 0.4790 0.5048 0.5319
0.5478 0.5744 0.5886 0.6087 0.6351
0.6541 0.6798 0.6980 0.7244 0.7433
0.7689 0.7850 0.8123 0.8392 0.8653
0.8929 0.9191 0.9465 0.9728 1.0000
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-10
................
Transect Summary(continued)
Transect Transect9(continued)
Width:
0.0358 0.0691 0.0709 0.1135 0.1165
0.2100 0.2134 0.2819 0.3626 0.3661
0.4386 0.4424 0.4992 0.5022 0.6020
0.6060 0.6687 0.7215 0.7253 0.7740
0.7776 0.8004 0.8039 0.8209 0.8244
0.8349 0.8431 0.8463 0.8514 0.8539
0.8748 0.8780 0.9008 0.9138 0.9169
0.9309 0.9349 0.9494 0.9521 0.9650
0.9686 0.9849 0.9865 0.9885 0.9914
0.9924 0.9950 0.9962 0.9986 1.0000
Transect XSection_MultipatchCulvertl
Area:
0.0020 0.0042 0.0066 0.0092 0.0119
0.0148 0.0180 0.0213 0.0248 0.0284
0.0322 0.0363 0.0407 0.0453 0.0499
0.0548 0.0611 0.0680 0.0751 0.0823
0.0897 0.1036 0.1321 0.1607 0.1894
0.2181 0.2470 0.2777 0.3087 0.3398
0.3709 0.4021 0.4338 0.4658 0.4980
0.5302 0.5625 0.5949 0.6280 0.6612
0.6943 0.7276 0.7608 0.7945 0.8284
0.8625 0.8965 0.9307 0.9651 1.0000
Hrad:
0.0428 0.0818 0.1193 0.1538 0.1852
0.2106 0.2372 0.2692 0.3001 0.3300
0.3363 0.3600 0.3859 0.4145 0.4425
0.4582 0.3820 0.4143 0.4464 0.4788
0.5106 0.4986 0.4412 0.4227 0.4221
0.4311 0.4454 0.4571 0.4761 0.4974
0.5203 0.5439 0.5657 0.5907 0.6163
0.6423 0.6683 0.6907 0.7172 0.7440
0.7710 0.7980 0.8252 0.8471 0.8739
0.9008 0.9277 0.9538 0.9761 1.0000
Width:
0.0603 0.0662 0.0703 0.0747 0.0799
0.0874 0.0939 0.0974 0.1009 0.1044
0.1159 0.1221 0.1273 0.1311 0.1349
0.1431 0.1950 0.1997 0.2041 0.2080
0.2119 0.8130 0.8148 0.8167 0.8185
0.8207 0.8271 0.8831 0.8849 0.8867
0.8885 0.8934 0.9131 0.9153 0.9175
0.9197 0.9236 0.9428 0.9442 0.9456
0.9471 0.9485 0.9499 0.9670 0.9690
0.9709 0.9729 0.9771 0.9905 1.0000
NOTE:The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
.........................................................
Analysis Options
................
Flow Units...............GPM
Process Models:
Rainfall/Runoff........YES
RDII ................... NO
Snowmelt...............YES
Groundwater............ NO
Flow Routing...........YES
Ponding Allowed ........ NO
Water Quality.......... NO
Infiltration Method ......CURVE-NUMBER
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date............01/01/2022 00:00:00
Ending Date..............01/04/2022 00:00:00
Antecedent Dry Days......0.0
Report Time Step.........00:05:00
Wet Time Step............00:05:00
Dry Time Step............00:05:00
Routing Time Step........0.50 sec
Variable Time Step.......YES
Maximum Trials...........8
Number of Threads........4
Head Tolerance...........0.005000 ft
******************* Volume Depth
Runoff Quantity Continuity acre-feet inches
..........................
--------- -------
Initial Snow Cover....... 0.000 0.000
Total Precipitation...... 1291.397 8.400
Evaporation Loss......... 22.901 0.149
Infiltration Loss........ 444.479 2.891
Surface Runoff........... 747.357 4.861
Snow Removed............. 0.000 0.000
Final Snow Cover......... 0.000 0.000
Final Storage............ 77.528 0.504
Continuity Error(%)..... -0.067
Volume Volume
Flow Routing Continuity acre-feet 1016 gal
--------- ---------
Dry Weather Inflow....... 0.000 0.000
Wet Weather Inflow....... 748.070 243.770
Groundwater Inflow....... 0.000 0.000
RDII Inflow.............. 0.000 0.000
External Inflow.......... 0.000 0.000
External Outflow......... 381.912 124.452
Flooding Loss............ 41.943 13.668
Evaporation Loss......... 0.149 0.049
Exfiltration Loss........ 0.000 0.000
Initial Stored Volume.... 118.172 38.508
Final Stored Volume...... 438.616 142.930
Continuity Error(%)..... 0.418
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-11
.........................
Highest Continuity Errors
Node J62(12.39%)
Node J75(-3.45%)
Node Marti nMariettaPond(2.02%)
Node J201 (1.29%)
Time-Step Critical Elements
Link C14_1 (41.23%)
Highest Flow Instability Indexes
Link NC-CULV-KRCK(7)
Link NC_Culv61 (6)
Link NC-H51b(4)
Link NC_H42b(4)
Link NC_Culv62(3)
Routing Time Step Summary
Minimum Time Step 0.50 sec
Average Time Step 0.50 sec
Maximum Time Step 0.50 sec
Percent in Steady State 0.00
Average Iterations per Step: 2.02
Percent Not Converging 0.03
Time Step Frequencies
0.500- 0.500 sec 100.00%
0.500- 0.500 sec 0.00%
0.500- 0.500 sec 0.00%
0.500- 0.500 sec 0.00%
0.500- 0.500 sec 0.00%
Subcatchment Runoff Summary
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Impery Pery Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal GPM
------------------------------------------------------------------------------------------------------------------------------
KCTrib_1 8.40 0.00 0.15 3.10 0.00 4.70 4.70 0.3710876.53 0.560
KCTrib_2 8.40 0.00 0.15 3.10 0.00 4.65 4.65 3.7170006.04 0.554
KCTrib_5 8.40 0.00 0.15 3.10 0.00 4.70 4.70 0.28 8480.60 0.560
KCTrib_6 8.40 0.00 0.15 3.10 0.00 4.66 4.66 3.93 76825.48 0.554
KCW_1 8.40 0.00 0.14 2.60 1.33 3.89 5.22 16.58 245905.94 0.622
KCW_13 8.40 0.00 0.15 1.93 0.00 6.09 6.09 0.43 8381.17 0.725
KCW_18 8.40 0.00 0.15 3.83 0.00 4.09 4.09 0.26 3765.04 0.487
KCW_2 8.40 0.00 0.14 2.15 2.55 3.21 5.75 32.58 481860.33 0.685
KCW_3 8.40 0.00 0.15 3.10 0.00 4.56 4.56 10.16 62946.15 0.542
KCW_5 8.40 0.00 0.15 3.10 0.00 4.63 4.63 11.49173741.76 0.552
KCW_6 8.40 0.00 0.15 1.93 0.00 6.12 6.12 0.03 697.20 0.728
KMPit1 8.40 0.00 0.15 3.10 0.00 4.42 4.42 2.78 7694.88 0.526
KMPit__2 8.40 0.00 0.15 3.10 0.00 4.68 4.68 0.08 1912.37 0.557
KMPit_3 8.40 0.00 0.15 1.93 0.00 6.10 6.10 0.26 5835.23 0.726
KMPit5 8.40 0.00 0.15 3.10 0.00 4.61 4.61 0.44 5078.40 0.549
KMPit__6 8.40 0.00 0.15 1.93 0.00 6.11 6.11 0.15 3760.78 0.727
KMPit_8 8.40 0.00 0.15 3.10 0.00 4.63 4.63 0.32 4501.71 0.551
KMPi9 8.40 0.00 0.15 3.10 0.00 4.70 4.70 0.02 687.06 0.560
MM Trib1 2 8.40 0.00 0.15 3.05 0.14 4.55 4.69 6.85 98368.71 0.558
MM_W1 8.40 0.00 0.15 2.90 0.54 4.32 4.86 7.04 97562.83 0.579
MM_W2 8.40 0.00 0.14 2.57 1.42 3.84 5.26 7.50113841.96 0.627
PondNo1_W_1 8.40 0.00 0.15 1.93 0.00 6.11 6.11 0.13 3245.87 0.728
PondNo1_W_2 8.40 0.00 0.15 3.10 0.00 4.60 4.60 2.75 26946.92 0.548
PondNo1_W_3 8.40 0.00 0.15 1.93 0.00 5.62 5.62 0.11 3358.37 0.669
S 1 8.40 0.00 0.15 1.70 0.00 5.72 5.72 16.29 172534.60 0.682
S1_4 8.40 0.00 0.15 1.90 0.00 5.42 5.42 21.33 66204.31 0.645
S1_5 8.40 0.00 0.15 1.93 0.00 6.09 6.09 0.41 8134.13 0.725
S 10 8.40 0.00 0.15 5.82 0.00 2.43 2.43 0.78 9740.98 0.289
S 10_2 8.40 0.00 0.15 3.10 0.00 4.70 4.70 0.08 2336.91 0.559
S 10_3 8.40 0.00 0.15 3.10 0.00 4.70 4.70 0.00 54.94 0.560
S 10_4 8.40 0.00 0.15 3.10 0.00 4.80 4.80 0.05 1535.50 0.571
S 11 8.40 0.00 0.15 2.76 0.91 4.14 5.06 3.36 54632.63 0.602
S 11_10 8.40 0.00 0.15 3.10 0.00 4.62 4.62 4.93 59156.71 0.549
S 11_4 8.40 0.00 0.15 3.10 0.00 4.76 4.76 0.00 15.28 0.566
S 11_5 8.40 0.00 0.15 3.10 0.00 4.67 4.67 1.07 24162.43 0.556
S12 8.40 0.00 0.15 5.92 0.00 2.32 2.32 1.03 8192.36 0.277
S12_1 8.40 0.00 0.15 2.91 0.00 4.82 4.82 1.92 33637.30 0.574
S12_10 8.40 0.00 0.15 5.93 0.00 2.32 2.32 1.03 8204.89 0.277
S12_14 8.40 0.00 0.15 5.89 0.00 2.36 2.36 0.43 6453.76 0.281
S12_15 8.40 0.00 0.15 5.93 0.00 2.32 2.32 1.15 8361.67 0.276
S 12 2 8.40 0.00 0.15 3.10 0.00 4.70 4.70 0.16 4561.48 0.560
S12_3 8.40 0.00 0.15 3.10 0.00 4.69 4.69 1.28 25687.15 0.558
S 12 4 8.40 0.00 0.15 3.10 0.00 4.62 4.62 5.18 47935.72 0.550
S 12 5 8.40 0.00 0.15 3.10 0.00 4.60 4.60 3.04 30695.02 0.548
S 12 6 8.40 0.00 0.15 1.93 0.00 5.64 5.64 1.82 33774.75 0.671
S 12 7 8.40 0.00 0.15 1.93 0.00 5.68 5.68 0.25 7172.87 0.676
S 12 8 8.40 0.00 0.15 1.93 0.00 5.68 5.68 0.12 3585.56 0.676
S 12 9 8.40 0.00 0.15 1.93 0.00 5.68 5.68 0.08 2334.19 0.676
S 13 8.40 0.00 0.15 1.93 0.00 6.10 6.10 0.33 6937.53 0.726
S 14 8.40 0.00 0.15 1.93 0.00 6.05 6.05 0.30 7780.07 0.721
S 15 8.40 0.00 0.15 2.97 0.00 4.70 4.70 1.74 17240.69 0.560
S16 8.40 0.00 0.15 3.28 0.00 4.63 4.63 0.9412584.83 0.552
S 17 8.40 0.00 0.15 1.93 0.00 5.63 5.63 0.39 10759.14 0.670
S 18 8.40 0.00 0.15 3.10 0.00 4.64 4.64 2.70 38795.41 0.552
S 18 2 8.40 0.00 0.15 5.91 0.00 2.73 2.73 0.00 0.98 0.325
S 18 4 8.40 0.00 0.15 5.91 0.00 2.54 2.54 0.00 25.18 0.302
S 19 8.40 0.00 0.15 5.82 0.00 2.43 2.43 0.72 9453.27 0.289
S19_1 8.40 0.00 0.15 2.85 0.42 4.47 4.88 9.53118711.66 0.581
S2 8.40 0.00 0.15 5.98 0.00 2.26 2.26 1.62 9762.31 0.270
S2_1 8.40 0.00 0.15 3.13 0.00 4.60 4.60 3.23 40913.30 0.547
S2_12 8.40 0.00 0.15 1.93 0.00 5.69 5.69 0.04 1313.98 0.677
S2_2 8.40 0.00 0.15 1.93 0.00 6.12 6.12 0.05 1371.40 0.729
S2_3 8.40 0.00 0.15 1.93 0.00 6.09 6.09 0.39 7742.23 0.725
S2_4 8.40 0.00 0.15 3.10 0.00 4.70 4.70 0.25 6926.54 0.559
S2_7 8.40 0.00 0.15 1.93 0.00 5.62 5.62 0.17 5020.37 0.669
S2 8 8.40 0.00 0.15 1.93 0.00 6.11 6.11 0.20 4709.55 0.727
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-12
...........................
Subcatchment Runoff Summary(continued)
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Impery Pery Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 1016 gal GPM
------------------------------------------------------------------------------------------------------------------------------
S20 8.40 0.00 0.15 3.13 0.00 4.65 4.65 0.5612121.13 0.553
S21 8.40 0.00 0.15 5.93 0.00 2.33 2.33 0.49 7543.20 0.277
S21_5 8.40 0.00 0.15 5.89 0.00 2.66 2.66 0.00 3.12 0.317
S21_6 8.40 0.00 0.15 5.89 0.00 2.64 2.64 0.00 4.54 0.315
S21_8 8.40 0.00 0.15 5.89 0.00 3.40 3.40 0.00 0.25 0.405
S22 8.40 0.00 0.15 3.10 0.00 4.16 4.16 1.44 26704.44 0.495
S23 8.40 0.00 0.15 3.10 0.00 4.74 4.74 0.15 4665.98 0.564
S24 8.40 0.00 0.15 5.87 0.00 2.38 2.38 1.1810545.71 0.283
S24_2 8.40 0.00 0.15 3.10 0.00 4.61 4.61 2.66 23709.64 0.549
S25 8.40 0.00 0.15 3.10 0.00 4.65 4.65 1.36 22599.08 0.554
S25_3 8.40 0.00 0.15 3.10 0.00 5.37 5.37 0.00 0.42 0.640
S26 8.40 0.00 0.15 3.15 0.00 4.64 4.64 0.8216632.71 0.552
S27 8.40 0.00 0.15 3.14 0.00 4.66 4.66 0.6415121.84 0.555
S28 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.06 1713.94 0.674
S28_1 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.24 6898.85 0.674
S210 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.04 1145.90 0.674
S28_11 8.40 0.00 0.15 1.93 0.01 5.66 5.67 0.04 1346.05 0.674
S28_12 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.03 854.07 0.673
S214 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.06 1957.50 0.674
S28_16 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.08 2531.98 0.674
S28_17 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.07 2213.54 0.674
S219 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.11 3318.28 0.674
S28_2 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.33 9148.12 0.674
S28_3 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.26 7357.25 0.674
S24 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.26 7456.67 0.674
S28_5 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.24 6856.99 0.674
S28_6 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.07 2076.25 0.674
S27 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.03 881.90 0.673
S28_8 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.04 1239.31 0.674
S28_9 8.40 0.00 0.15 1.93 0.01 5.65 5.66 0.04 1178.75 0.674
S3 8.40 0.00 0.15 3.10 0.00 4.57 4.57 0.92 6238.58 0.544
S3_1 8.40 0.00 0.15 2.76 0.91 4.18 5.10 0.33 9105.56 0.607
S3_2 8.40 0.00 0.15 1.93 0.00 5.61 5.61 0.06 1711.18 0.668
S4 8.40 0.00 0.15 3.13 0.00 4.63 4.63 0.9417086.89 0.551
S5 8.40 0.00 0.15 1.93 0.00 6.10 6.10 0.29 6366.18 0.726
S5_11 8.40 0.00 0.15 1.93 0.00 6.10 6.10 0.29 6284.87 0.726
S5_2 8.40 0.00 0.15 3.10 0.00 4.70 4.70 0.28 8470.54 0.560
S5_3 8.40 0.00 0.15 3.10 0.00 4.70 4.70 0.4312263.92 0.559
S5_8 8.40 0.00 0.15 2.44 0.00 5.21 5.21 0.19 5363.84 0.620
S6 8.40 0.00 0.15 3.10 0.00 4.65 4.65 5.35 92744.83 0.553
S7 8.40 0.00 0.15 3.10 0.00 4.72 4.72 0.11 3181.33 0.562
S7_1 8.40 0.00 0.15 3.10 0.00 4.64 4.64 1.0315735.62 0.552
S7_2 8.40 0.00 0.15 1.93 0.00 5.58 5.58 0.27 5222.81 0.665
S7_4 8.40 0.00 0.15 3.00 0.00 4.75 4.75 0.6915893.81 0.566
S7_5 8.40 0.00 0.15 1.92 0.02 5.62 5.64 0.34 9723.34 0.672
S7_7 8.40 0.00 0.15 5.35 0.00 2.91 2.91 0.03 1170.27 0.346
S7_8 8.40 0.00 0.15 5.57 0.00 2.70 2.70 0.17 4201.60 0.322
S8 8.40 0.00 0.15 1.93 0.00 5.62 5.62 0.13 3617.32 0.669
S9 8.40 0.00 0.15 3.13 0.00 4.69 4.69 0.18 5539.43 0.559
S9_2 8.40 0.00 0.15 1.93 0.00 6.09 6.09 0.38 7573.61 0.725
S9_3 8.40 0.00 0.15 1.93 0.00 6.07 6.07 0.8113763.38 0.723
S9_4 8.40 0.00 0.15 1.93 0.00 6.09 6.09 0.44 8583.71 0.725
S9_8 8.40 0.00 0.15 5.89 0.00 2.59 2.59 0.00 6.98 0.308
S99 8.40 0.00 0.15 5.89 0.00 2.51 2.51 0.01 344.86 0.299
SC__north_3 8.40 0.00 0.11 2.42 0.92 4.96 5.88 2.29 31713.05 0.700
SC_north_6 8.40 0.00 0.11 2.68 0.00 5.62 5.62 0.47 9290.24 0.669
SCW 8.40 0.00 0.15 3.10 0.00 4.69 4.69 1.17 24364.42 0.558
SCW_2 8.40 0.00 0.15 2.76 0.91 4.13 5.04 4.37 67257.53 0.600
SCW_26 8.40 0.00 0.15 2.85 0.42 4.44 4.86 11.64120919.42 0.578
SCW 3-RESERVOIR 1 8.40 0.00 0.15 3.83 0.00 4.26 4.26 0.00 87.93 0.507
SCW 6 8.40 0.00 0.15 3.11 0.00 4.65 4.65 1.96 38477.23 0.554
Node Depth Summary
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
Jl JUNCTION 1.47 2.69 785.69 0 12:19 2.69
J10 JUNCTION 1.15 28.00 873.00 0 11:58 28.00
J11 JUNCTION 0.56 12.28 851.28 0 13:33 12.17
J12 JUNCTION 0.74 30.00 877.00 0 12:08 26.26
J13 JUNCTION 0.96 3.75 778.75 0 12:16 3.74
J14 JUNCTION 0.84 2.71 777.71 0 12:19 2.71
J16 JUNCTION 0.75 3.02 779.02 0 12:16 3.02
J17 JUNCTION 0.46 1.69 785.69 0 12:19 1.69
J18 JUNCTION 1.30 2.94 823.94 0 22:46 2.94
J19 JUNCTION 0.00 0.00 945.00 0 00:00 0.00
J2 JUNCTION 0.00 0.00 958.00 0 00:00 0.00
J20 JUNCTION 2.67 17.59 840.59 0 13:52 17.59
J201 JUNCTION 1.31 5.00 880.00 0 11:55 5.00
J21 JUNCTION 0.03 0.77 895.77 0 12:00 0.77
J22 JUNCTION 0.03 0.56 984.56 0 12:00 0.55
J23 JUNCTION 0.03 0.73 972.73 0 12:00 0.73
J24 JUNCTION 0.04 0.62 989.28 0 12:01 0.61
J25 JUNCTION 0.01 0.48 983.64 0 11:54 0.48
J26 JUNCTION 0.01 0.38 989.04 0 11:55 0.38
J27 JUNCTION 0.07 1.54 959.79 0 12:01 1.53
J28 JUNCTION 0.25 7.95 884.95 0 11:59 4.71
J29 JUNCTION 0.01 0.27 916.27 0 11:56 0.26
J3 JUNCTION 0.58 2.22 780.22 0 12:15 2.22
J30 JUNCTION 0.04 1.15 972.01 0 12:00 1.15
J31 JUNCTION 0.09 0.84 866.99 0 12:16 0.84
J32 JUNCTION 0.42 4.60 880.47 0 12:16 4.60
J33 JUNCTION 0.51 3.20 798.20 0 15:22 3.20
J34 JUNCTION 0.47 2.72 796.72 0 12:20 2.72
J35 JUNCTION 0.09 1.59 927.34 0 12:07 1.58
J36 JUNCTION 0.04 1.22 969.00 0 12:00 1.22
J37 JUNCTION 0.04 0.66 881.66 0 12:04 0.66
J38 JUNCTION 0.07 0.91 867.86 0 12:10 0.91
J39 JUNCTION 0.36 1.50 846.50 0 11:43 1.50
J4 JUNCTION 2.82 24.21 826.21 0 15:25 24.20
J40 JUNCTION 0.03 1.00 880.00 0 11:54 1.00
J41 JUNCTION 0.00 0.00 933.41 0 00:00 0.00
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-13
..................
Node Depth Summary(continued)
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
J42 JUNCTION 0.00 0.00 916.00 0 00:00 0.00
J43 JUNCTION 0.34 13.14 919.14 0 12:00 13.14
J44 JUNCTION 0.01 0.38 935.38 0 12:01 0.37
J45 JUNCTION 0.89 10.59 840.59 0 13:52 10.59
J46 JUNCTION 0.06 0.50 940.50 0 11:57 0.50
J47 JUNCTION 0.33 5.59 840.59 0 13:52 5.59
J48 JUNCTION 0.00 0.00 938.00 0 00:00 0.00
J49 JUNCTION 0.00 0.00 940.00 0 00:00 0.00
J5 JUNCTION 0.43 2.39 803.39 0 15:21 2.39
J50 JUNCTION 0.13 8.01 923.01 0 12:00 8.01
J51 JUNCTION 0.03 1.01 905.01 0 12:00 1.01
J52 JUNCTION 0.03 1.01 966.01 0 11:58 1.01
j53 JUNCTION 0.34 5.65 872.65 0 12:06 5.63
J54 JUNCTION 0.17 2.67 949.67 0 12:00 2.65
J55 JUNCTION 0.09 2.08 936.08 0 12:00 2.07
J56 JUNCTION 0.13 2.59 908.59 0 12:01 2.53
J57 JUNCTION 0.02 0.79 979.79 0 11:55 0.79
J58 JUNCTION 0.00 0.00 929.60 0 00:00 0.00
J59 JUNCTION 0.04 1.17 930.17 0 11:55 1.17
J6 JUNCTION 0.16 1.15 826.15 0 15:04 1.15
J60 JUNCTION 0.03 0.89 929.89 0 11:58 0.89
J61 JUNCTION 0.00 0.00 954.00 0 00:00 0.00
J62 JUNCTION 1.68 2.00 2.00 0 11:48 2.00
J64 JUNCTION 0.04 1.20 976.90 0 12:00 1.20
J65 JUNCTION 0.06 3.72 977.72 0 11:52 3.72
J66 JUNCTION 0.03 1.06 924.78 0 11:57 1.05
J67 JUNCTION 0.01 0.48 903.48 0 11:55 0.48
J68 JUNCTION 0.35 4.00 893.00 0 11:55 4.00
J69 JUNCTION 3.59 5.39 875.39 1 01:56 5.38
J7 JUNCTION 0.71 8.42 826.42 0 15:15 8.37
J70 JUNCTION 0.12 2.49 939.49 0 12:00 2.47
J71 JUNCTION 0.06 1.50 885.50 0 11:52 1.50
J72 JUNCTION 0.07 2.79 881.79 0 12:06 2.76
J73 JUNCTION 0.14 1.80 892.80 0 12:00 1.80
J74 JUNCTION 0.06 1.23 874.23 0 12:03 1.22
J75 JUNCTION 0.01 0.26 853.26 0 12:06 0.26
J76 JUNCTION 0.01 0.45 944.45 0 12:00 0.45
J77 JUNCTION 0.00 0.00 874.00 0 11:54 0.00
J78 JUNCTION 0.02 0.54 839.54 0 12:00 0.54
J79 JUNCTION 0.00 0.00 662.00 0 12:00 0.00
J8 JUNCTION 1.75 22.26 851.26 0 13:32 22.25
J80 JUNCTION 0.04 1.27 965.04 0 11:56 1.26
J81 JUNCTION 0.03 0.92 960.92 0 11:56 0.91
J82 JUNCTION 0.04 1.12 948.06 0 11:56 1.10
J83 JUNCTION 0.04 1.09 934.23 0 11:56 1.07
J84 JUNCTION 0.04 1.16 899.67 0 11:57 1.16
J85 JUNCTION 0.08 2.10 861.59 0 11:58 2.10
J86 JUNCTION 0.08 2.18 857.02 0 12:00 2.18
J87 JUNCTION 0.09 2.22 853.26 0 12:00 2.22
J88 JUNCTION 0.07 1.87 849.87 0 12:00 1.87
J89 JUNCTION 0.09 2.29 842.29 0 12:01 2.26
J9 JUNCTION 0.34 2.17 830.17 0 13:26 2.17
J90 JUNCTION 0.16 2.74 840.60 0 13:52 2.74
J91 JUNCTION 0.09 1.71 862.71 0 12:00 1.71
J92 JUNCTION 0.04 0.52 900.52 0 12:04 0.52
J93 JUNCTION 0.04 1.11 983.11 0 12:00 1.11
J94 JUNCTION 0.22 3.63 962.13 0 12:04 3.63
J95 JUNCTION 0.19 2.62 902.62 0 12:20 2.62
J96 JUNCTION 0.06 1.13 911.13 0 12:09 1.13
J97 JUNCTION 0.06 0.90 925.90 0 12:11 0.90
J98 JUNCTION 0.06 2.00 884.37 0 11:59 2.00
J99 JUNCTION 0.02 0.51 944.51 0 12:02 0.49
J15 OUTFALL 0.54 2.10 767.10 0 12:19 2.10
OF1 OUTFALL 0.00 0.00 975.00 0 00:00 0.00
OF2 OUTFALL 0.01 0.25 880.25 0 11:56 0.25
CardioHill STORAGE 0.97 1.21 922.21 1 04:45 1.21
KM Pit STORAGE 13.20 16.21 671.21 1 14:14 16.21
Marti nMariettaPond STORAGE 6.10 7.76 587.76 2 14:57 7.76
NAG POND STORAGE 0.52 0.67 827.67 3 00:00 0.67
PERIM-POND-71 STORAGE 0.39 0.51 920.51 1 23:45 0.51
Pondl STORAGE 26.31 30.84 880.84 0 12:15 30.84
Pond2 STORAGE 0.00 0.00 894.00 0 00:00 0.00
SouthCreekReservoir STORAGE 28.03 32.43 827.43 0 22:46 32.43
SU1 STORAGE 0.24 3.71 903.71 0 11:54 3.71
SU2 STORAGE 0.37 0.46 965.46 1 13:48 0.46
WRC-POND 61 STORAGE 0.01 0.01 840.01 3 00:00 0.01
Node Inflow Summary
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type GPM GPM days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
J1 JUNCTION 17240.69 30428.37 0 22:38 1.74 45.5 0.018
J10 JUNCTION 0.00483104.22 0 12:52 0 42.8 -0.024
J11 JUNCTION 0.00435559.41 0 12:52 0 41.4 -0.034
J12 JUNCTION 62946.15521986.37 0 12:00 10.2 42.9 -0.058
J13 JUNCTION 0.00186476.17 0 12:16 0 123 0.006
J14 JUNCTION 0.00186428.63 0 12:16 0 123 0.019
J16 JUNCTION 0.00186559.53 0 12:15 0 123 0.003
J17 JUNCTION 0.00163797.36 0 12:19 0 120 0.006
J18 JUNCTION 0.00 29837.45 0 22:46 0 43.7 0.001
J19 JUNCTION 15.28 15.28 0 11:54 0.000482 0.000482 0.000
J2 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
J20 JUNCTION 64167.35532315.22 0 12:00 4.71 46.7 0.678
J201 JUNCTION 11305.25 81957.11 0 12:07 0.463 5.6 1.310
J21 JUNCTION 0.00121884.57 0 12:00 0 7.73 -0.193
J22 JUNCTION 5623.97 5623.97 0 12:00 0.466 0.466 0.027
J23 JUNCTION 9897.5115368.80 0 12:00 0.583 1.05 -0.013
J24 JUNCTION 6238.58 6238.58 0 12:00 0.92 0.92 -0.049
J25 JUNCTION 3760.78 3760.78 0 11:54 0.152 0.152 -0.107
J26 JUNCTION 3245.87 3245.87 0 11:54 0.128 0.128 -0.434
J27 JUNCTION 28213.49 64374.75 0 12:00 1.39 3.97 -0.289
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-14
...................
Node Inflow Summary(continued)
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type GPM GPM days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
J28 JUNCTION 0.00 57673.14 0 11:59 0 2.66 0.691
J29 JUNCTION 0.00 8534.48 0 11:55 0 0.327 -0.286
J3 JUNCTION 34402.09186571.86 0 12:15 3.2 123 0.003
J30 JUNCTION 881.90 23272.96 0 12:00 0.0292 1.11 0.003
J31 JUNCTION 0.00 50051.48 0 12:16 0 12.2 -0.083
J32 JUNCTION 10759.14 80012.45 0 12:01 0.393 12.3 0.462
J33 JUNCTION 12584.83114061.70 0 15:17 0.938 62.6 0.001
J34 JUNCTION 0.00153658.99 0 12:20 0 74.8 -0.005
J35 JUNCTION 9453.27 9453.27 0 12:00 0.72 0.72 -0.173
J36 JUNCTION 1239.3124052.85 0 12:00 0.041 1.15 -0.000
J37 JUNCTION 8361.6714438.08 0 12:01 1.15 1.59 0.031
J38 JUNCTION 8204.8912352.44 0 12:03 1.04 1.96 0.049
J39 JUNCTION 44654.43 61046.84 0 12:00 2.31 5.85 0.004
J4 JUNCTION 59156.71333838.96 0 12:01 4.93 61.7 0.367
J40 JUNCTION 5406.76 5406.76 0 11:54 0.224 0.224 -0.000
J41 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
J42 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
J43 JUNCTION 121890.16121890.16 0 12:00 7.73 7.73 0.041
J44 JUNCTION 6473.74 6473.74 0 12:00 0.432 0.432 -0.093
J45 JUNCTION 0.00 72821.79 0 12:00 0 3.86 -0.222
J46 JUNCTION 8192.36 8192.36 0 12:00 1.03 1.03 0.015
J47 JUNCTION 22599.39 72823.67 0 12:00 1.37 3.87 0.009
J48 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
J49 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
J5 JUNCTION 7742.23113283.92 0 15:21 0.389 61.6 0.000
J50 JUNCTION 24364.42 24364.42 0 12:00 1.17 1.17 -0.079
J51 JUNCTION 0.00 24365.57 0 12:00 0 1.17 0.061
J52 JUNCTION 0.00 20674.32 0 11:54 0 0.881 -0.042
j53 JUNCTION 134564.68482329.56 0 12:00 10.2 37.6 0.110
J54 JUNCTION 120919.42120919.42 0 12:00 11.6 11.6 -0.016
J55 JUNCTION 79708.71100058.14 0 12:00 5.93 6.81 0.005
J56 JUNCTION 0.00216967.11 0 12:00 0 18.5 -0.089
J57 JUNCTION 15508.11 15508.11 0 11:54 0.65 0.65 -0.229
J58 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
J59 JUNCTION 9148.12 9148.12 0 11:54 0.327 0.327 -0.029
J6 JUNCTION 0.00113724.58 0 15:03 0 44.1 0.001
J60 JUNCTION 9723.34 9723.34 0 11:54 0.343 0.343 -2.943
J61 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
J62 JUNCTION 7357.2511661.16 0 11:54 0.257 0.441 14.136
J64 JUNCTION 22724.02 22724.02 0 12:00 1.08 1.08 -0.004
J65 JUNCTION 22020.68 22020.68 0 11:54 0.885 0.885 -0.076
J66 JUNCTION 0.00 27920.28 0 11:56 0 1.3 0.000
J67 JUNCTION 3617.32 3617.32 0 11:54 0.127 0.127 -0.728
J68 JUNCTION 0.00110919.29 0 12:00 0 7.82 0.341
J69 JUNCTION 0.00 21092.31 0 11:55 0 5.66 0.012
J7 JUNCTION 173741.76276640.64 0 12:00 11.5 56.3 -0.360
J70 JUNCTION 112132.09112132.09 0 12:00 7.67 7.67 -0.285
J71 JUNCTION 24162.43 24162.43 0 12:00 1.07 1.07 -0.303
J72 JUNCTION 6937.53 26001.10 0 11:55 0.333 1.35 0.395
J73 JUNCTION 14836.71 22429.92 0 11:54 0.579 1.01 0.161
J74 JUNCTION 8583.71 8583.71 0 12:00 0.439 0.439 -0.006
J75 JUNCTION 0.00 6600.76 0 12:03 0 0.439 -3.339
J76 JUNCTION 8381.17 8381.17 0 12:00 0.427 0.427 -0.214
J77 JUNCTION 3765.04 8498.39 0 12:00 0.262 0.486 0.000
J78 JUNCTION 7573.61 7573.61 0 11:54 0.377 0.377 -0.000
J79 JUNCTION 8134.1315638.91 0 12:00 0.412 0.789 -0.000
J8 JUNCTION 0.00514622.26 0 13:05 0 41.5 0.046
J80 JUNCTION 1178.75 25062.16 0 11:55 0.039 1.19 -0.000
J81 JUNCTION 1145.90 26052.81 0 11:56 0.0379 1.23 -0.000
J82 JUNCTION 1346.05 27210.53 0 11:56 0.0446 1.28 0.000
J83 JUNCTION 854.07 27922.21 0 11:56 0.0282 1.3 -0.001
J84 JUNCTION 13344.90 40799.07 0 11:57 0.621 1.92 -0.008
J85 JUNCTION 1957.50 42320.61 0 11:57 0.0651 1.99 -0.018
J86 JUNCTION 2531.98 43895.48 0 11:58 0.0844 2.07 0.008
J87 JUNCTION 2213.54 45225.51 0 12:00 0.0737 2.15 0.014
J88 JUNCTION 3318.28 47352.78 0 12:00 0.111 2.26 -0.016
J89 JUNCTION 0.00 47180.09 0 12:00 0 2.26 -0.002
J9 JUNCTION 76825.48114071.89 0 13:26 3.94 43.9 -0.004
J90 JUNCTION 6856.99 51306.62 0 12:00 0.238 2.5 -0.063
J91 JUNCTION 7456.67443434.09 0 12:00 0.261 37.8 -0.794
J92 JUNCTION 4201.60 6294.93 0 12:00 0.172 0.922 -0.074
J93 JUNCTION 31189.83 31189.83 0 12:00 1.8 1.8 -0.091
J94 JUNCTION 0.00 33551.18 0 12:00 0 1.93 0.404
J95 JUNCTION 11487.55 38148.26 0 12:09 1.22 4.84 0.190
J96 JUNCTION 9740.9815564.64 0 12:01 0.783 1.27 -0.493
J97 JUNCTION 9762.3116770.07 0 12:07 1.62 2.34 -0.047
J98 JUNCTION 8297.94 27309.50 0 12:00 0.299 1.3 -0.352
J99 JUNCTION 7543.20 7543.20 0 12:00 0.49 0.49 -0.187
J15 OUTFALL 0.00186038.01 0 12:19 0 123 0.000
OF1 OUTFALL 17086.8917086.89 0 12:00 0.943 0.943 0.000
OF2 OUTFALL 0.00 3567.32 0 11:56 0 0.143 0.000
CardioHill STORAGE 162750.87162750.87 0 12:00 9.07 9.07 -0.000
KM Pit STORAGE 208392.26208392.26 0 12:00 19.4 19.4 0.001
Marti nMariettaPond STORAGE 526803.76563534.98 0 12:00 52.8 59.2 2.057
NAG POND STORAGE 4665.98 34206.86 0 12:19 0.155 4.99 0.024
PERIM-POND-71 STORAGE 7694.88 21956.41 0 12:00 2.78 3.83 0.000
Pondl STORAGE 96384.66184798.30 0 12:00 7.74 20.6 0.255
Pond2 STORAGE 0.00 0.00 0 00:00 0 0 0.000 gal
SouthCreekReservoir STORAGE 26768.92 81631.43 0 13:02 1.45 78.4 0.529
SU1 STORAGE 481860.33481860.33 0 11:54 32.6 32.6 -0.296
SU2 STORAGE 33625.43 42787.64 0 12:00 2.38 3.45 0.218
WRC-POND 61 STORAGE 4716.83 5602.45 0 11:54 0.155 0.998 0.000
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-15
......................
Node Surcharge Summary
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max.Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
J10 JUNCTION 1.31 20.000 0.000
J12 JUNCTION 0.74 20.000 0.000
J19 JUNCTION 72.00 0.000 0.000
J201 JUNCTION 4.11 2.000 0.000
J28 JUNCTION 0.40 3.950 4.282
J39 JUNCTION 13.18 0.000 0.000
J40 JUNCTION 0.02 0.000 0.000
J42 JUNCTION 72.00 0.000 0.000
J43 JUNCTION 0.49 8.142 26.858
J45 JUNCTION 3.83 2.592 8.661
J46 JUNCTION 2.24 0.000 0.000
J47 JUNCTION 3.38 2.094 13.388
J50 JUNCTION 0.40 5.509 24.991
J62 JUNCTION 60.20 0.000 0.000
J65 JUNCTION 0.17 2.221 0.000
J68 JUNCTION 1.16 0.000 0.000
J71 JUNCTION 0.18 0.000 0.000
Node Flooding Summary
Flooding refers to all water that overflows a node,whether it ponds or not.
--------------------------------------------------------------------------
Total Maximum
Maximum Time of Max Flood Ponded
Hours Rate Occurrence Volume Depth
Node Flooded GPM days hr:min 10^6 gal Feet
--------------------------------------------------------------------------
J 10 0.71 219095.13 0 11:58 2.907 20.000
J12 0.01208498.05 0 12:08 0.034 20.000
J 19 12.47 15.28 0 11:54 0.000 0.000
J201 1.23 81957.10 0 12:07 2.875 0.000
J39 13.16 60160.56 0 12:00 5.006 0.000
J40 0.02 182.57 0 11:54 0.000 0.000
J46 2.23 6097.90 0 12:00 0.277 0.000
J62 18.02 11661.16 0 11:54 0.387 0.000
J65 0.09 3054.77 0 11:52 0.004 0.000
J68 1.15 89826.95 0 12:00 2.126 0.000
J71 0.18 6964.32 0 12:00 0.051 0.000
......................
Storage Volume Summary
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min GPM
--------------------------------------------------------------------------------------------------
CardioHill 971.262 24 0 0 1212.948 30 1 04:45 0.00
KM Pit 2063.853 1 0 0 2596.779 1 1 14:14 0.00
MartinMariettaPond 6101.325 2 0 0 7757.602 2 2 14:57 0.00
NAG POND 523.754 10 0 0 666.886 13 3 00:00 0.00
PERIM-POND-71 394.145 8 0 0 512.362 10 1 23:45 0.00
Pondl 1060.649 53 0 0 1243.365 62 0 12:15 81494.29
Pond2 0.000 0 0 0 0.000 0 0 00:00 0.00
South Creek Reservoir 5320.331 30 0 0 7385.636 42 0 22:46 29837.51
SU1 0.003 1 0 0 0.047 20 0 11:54 478105.80
SU2 369.944 7 0 0 460.496 9 1 13:48 0.00
WRC-POND 61 98.846 0 0 0 133.477 0 3 00:00 0.00
Outfall Loading Summary
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt GPM GPM 10^6 gal
-----------------------------------------------------------
J 15 94.43 30240.04 186038.01 123.357
OF1 22.93 951.64 17086.89 0.943
OF2 24.27 136.31 3567.32 0.143
-----------------------------------------------------------
System 47.21 31327.99193544.91 124.442
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-16
....................
Link Flow Summary
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
IFlowl Occurrence IVelocl Full Full
Link Type GPM days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
C1 CONDUIT 14922.21 0 22:46 6.34 0.18 0.98
C10 CONDUIT 10114.82 0 15:19 2.65 0.05 0.64
C11 CHANNEL 301930.22 0 14:44 6.03 0.00 0.25
C12 CONDUIT 112642.25 0 15:25 23.34 4.01 0.80
C13_1 CONDUIT 113200.46 0 15:21 5.53 0.07 0.35
C13_4 CONDUIT 152017.78 0 12:20 10.53 0.08 0.28
C14_1 CHANNEL 30430.20 0 22:38 2.30 0.00 0.04
C14_2 CHANNEL 163788.19 0 12:19 8.31 0.00 0.03
C15_1 CHANNEL 186559.53 0 12:15 6.22 0.00 0.04
C15_2 CHANNEL 186476.17 0 12:16 4.36 0.00 0.06
C16 CONDUIT 186428.63 0 12:16 5.37 8.60 0.65
C17 CHANNEL 186038.01 0 12:19 4.87 0.00 0.09
C18 CONDUIT 0.00 0 00:00 0.00 0.00 1.00
C2 CONDUIT 14915.24 0 22:46 6.34 0.18 0.98
C21 CONDUIT 478105.07 0 11:54 14.69 0.09 0.64
C22 CONDUIT 109510.49 0 15:04 6.34 0.09 0.64
C3 CONDUIT 64740.34 0 12:01 3.43 2.37 1.00
C31 DUMMY 8498.40 0 12:00
C39 CONDUIT 24224.71 0 12:00 7.79 0.46 0.84
C49 DUMMY 21092.31 0 11:55
C5 CONDUIT 483104.22 0 12:52 3.06 0.65 1.00
C54 DUMMY 15638.91 0 12:00
C6 CONDUIT 435559.41 0 12:52 >50.00 1.83 1.00
C7 CHANNEL 514622.26 0 13:05 2.06 0.02 0.66
C8 CONDUIT 107631.10 0 13:32 23.06 1.29 0.77
C9 CHANNEL 113500.74 0 13:29 5.07 0.01 0.06
C-CULV-P52 CONDUIT 885.62 0 11:44 2.93 1.30 0.80
C-CULV-P61 CONDUIT 33633.54 0 12:20 20.14 0.17 0.34
C-NWP61a CONDUIT 0.00 0 00:00 0.00 0.00 0.08
C-NWP61b CONDUIT 6486.47 0 12:02 3.34 0.03 0.27
C-NWP61c CONDUIT 12449.27 0 12:09 2.06 0.09 0.53
C-NWP61d CONDUIT 16519.33 0 12:11 3.09 0.08 0.58
C-NWP61e CONDUIT 7077.26 0 12:08 1.64 0.20 0.41
C-NWP61f1 CONDUIT 0.00 0 00:00 0.00 0.00 0.00
C-NWP61f7-_2 CONDUIT 0.00 0 00:00 0.00 0.00 0.27
C-PWP51 CONDUIT 2277.95 0 12:10 2.26 1.00 1.00
C-PWP52a_1 CONDUIT 6133.25 0 12:01 4.27 0.08 0.34
C-PWP52a_2 CONDUIT 13719.28 0 12:04 3.44 0.21 0.72
C-PWP52b CONDUIT 11579.49 0 12:10 3.24 0.35 0.80
C-PWP52c CONDUIT 4496.40 0 12:04 3.01 0.12 0.47
NC_11 CONDUIT 7505.43 0 12:00 13.66 0.06 0.13
NC_22 CONDUIT 108058.32 0 12:00 7.08 0.36 0.81
NC_23 CONDUIT 6600.76 0 12:03 2.55 0.23 0.49
NC_23a CHANNEL 6281.48 0 12:06 0.10 0.00 0.33
NC_51 CONDUIT 0.00 0 00:00 0.00 0.00 0.50
NC_52 CONDUIT 0.00 0 00:00 0.00 0.00 0.00
NC_610 CONDUIT 51220.34 0 12:01 5.52 0.51 0.96
NC_Culv61 CONDUIT 121884.57 0 12:00 23.15 0.92 0.58
NC_Culv62 CONDUIT 24365.57 0 12:00 14.73 0.90 0.70
NC_CULV-H42 CONDUIT 50051.48 0 12:16 11.35 0.25 0.54
NC_CULV-P22 CONDUIT 21092.31 0 11:55 8.26 0.50 0.75
NC_DV3 CONDUIT 20674.32 0 11:54 5.37 0.99 0.84
NC_DV4 CONDUIT 20547.04 0 11:58 5.10 0.46 0.84
NC_DV61a CONDUIT 22654.32 0 12:00 5.69 0.14 0.39
NC_DV61b CONDUIT 23199.74 0 12:00 5.77 0.13 0.40
NC_DV61c CONDUIT 24012.91 0 12:00 5.59 0.14 0.41
NC_DV61d CONDUIT 25047.04 0 11:56 7.00 0.15 0.37
NC_DV61e CONDUIT 26037.97 0 11:56 8.05 0.08 0.34
NC_DV61f CONDUIT 27190.46 0 11:56 7.53 0.12 0.37
NC-DV61g CONDUIT 27920.28 0 11:56 8.05 0.11 0.36
NC_DV61h CONDUIT 27887.45 0 11:57 7.64 0.11 0.37
NC_DV61i CONDUIT 40766.73 0 11:57 6.33 0.13 0.54
NC-DV61j CONDUIT 42035.92 0 11:58 4.24 0.45 0.71
NC_DV61k CONDUIT 43661.24 0 12:00 4.17 0.49 0.73
NC_DV611 CONDUIT 45096.59 0 12:00 4.83 0.47 0.68
NC_DV61m CONDUIT 47180.09 0 12:00 4.97 0.35 0.69
NC_DV61n CONDUIT 46927.00 0 12:01 4.22 0.54 0.76
NC_DV610 CONDUIT 72726.67 0 12:01 4.53 0.04 1.00
NC_DV61p CONDUIT 72821.79 0 12:00 8.16 0.25 1.00
NC_H21a CONDUIT 8350.16 0 12:00 2.42 0.06 0.56
NC_H21b CONDUIT 20401.93 0 12:00 4.05 0.25 0.70
NC_H42a CONDUIT 52864.63 0 11:56 2.62 0.27 1.00
NC_H42b CONDUIT 50049.81 0 12:16 7.64 0.19 0.71
NC_H42c CONDUIT 5125.83 0 11:55 6.53 0.65 0.50
NC_P25a CONDUIT 3353.67 0 11:55 1.26 0.10 0.66
NC_SouthCreek_1 CHANNEL 118686.89 0 12:00 1.79 0.00 0.07
NC SouthCreek 2 CHANNEL 118389.57 0 12:00 10.89 0.04 0.32
NC_SouthCreek_4 CHANNEL 98974.27 0 12:00 12.32 0.01 0.13
NC_SouthCreek_5 CHANNEL 212689.68 0 12:01 10.94 0.04 0.41
NC SouthCreek 8 CHANNEL 397278.94 0 12:00 4.99 0.00 0.19
NC-CULV-H21 CONDUIT 53679.19 0 12:00 9.52 1.13 1.00
NC-CULV-KRCK CONDUIT 116646.13 0 15:14 11.31 0.43 0.36
NC-CULV-P43 CONDUIT 25353.43 0 12:05 7.19 1.66 0.64
NC-CULV-SCRK CONDUIT 437688.01 0 12:00 13.81 0.47 0.34
NC-H41a CONDUIT 30819.82 0 12:00 4.57 0.30 0.78
NC-H41b CONDUIT 15050.85 0 11:55 3.88 0.29 0.75
NC-H41c CONDUIT 62866.66 0 12:01 5.23 0.24 0.76
NC-H43a CONDUIT 19117.64 0 11:55 3.93 1.00 1.00
NC-H43b CONDUIT 29341.91 0 11:59 1.86 0.23 0.97
NC-H43c CONDUIT 29144.49 0 11:59 3.61 0.67 1.00
NC-1-151a CONDUIT 7799.99 0 11:58 2.46 0.34 0.80
NC-H51 b CONDUIT 3567.32 0 11:56 8.59 0.08 0.26
NC-1-151c CONDUIT 8534.48 0 11:55 5.13 0.43 0.48
NC-1-151d CONDUIT 4881.71 0 11:56 1.77 0.02 0.57
NC-P43a CONDUIT 0.00 0 00:00 0.00 0.00 0.00
NC-P43b CONDUIT 15063.36 0 12:00 8.89 0.12 0.36
NC-P43c CONDUIT 5528.77 0 12:00 3.90 0.07 0.32
NC-P43d CONDUIT 3696.58 0 11:54 7.67 0.07 0.19
NC-P43e CONDUIT 6190.64 0 12:01 9.10 0.12 0.25
NC-P43f CONDUIT 3048.78 0 11:55 1.24 0.07 0.63
SouthCreekReservoir CONDUIT 78638.41 0 13:29 4.17 0.80 1.00
W1 WEIR 219.03 0 22:46 1.00
W2 WEIR 29618.42 0 22:46 1.00
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-17
...........................
Flow Classification Summary
-------------------------------------------------------------------------------------
Adjusted ----------Fraction of Time in Flow Class----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
C1 1.00 0.05 0.12 0.00 0.83 0.00 0.00 0.00 0.00 0.83
C10 1.00 0.03 0.00 0.00 0.96 0.01 0.00 0.00 0.00 0.96
C11 1.00 0.03 0.00 0.00 0.96 0.01 0.00 0.00 0.88 0.00
C12 1.00 0.04 0.00 0.00 0.40 0.57 0.00 0.00 0.00 0.46
C13_1 1.00 0.04 0.00 0.00 0.96 0.00 0.00 0.00 0.19 0.00
C13_4 1.00 0.04 0.00 0.00 0.66 0.30 0.00 0.00 0.65 0.00
C14_1 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.01 0.00
C14_2 1.00 0.05 0.00 0.00 0.25 0.71 0.00 0.00 0.95 0.00
C15_1 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.95 0.00
C15_2 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.82 0.00
C16 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.00 0.14
C17 1.00 0.05 0.00 0.00 0.95 0.00 0.00 0.00 0.00 0.00
C18 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.63 0.00
C2 1.00 0.05 0.12 0.00 0.83 0.00 0.00 0.00 0.00 0.83
C21 1.00 0.01 0.51 0.00 0.26 0.22 0.00 0.00 0.98 0.00
C22 1.00 0.03 0.00 0.00 0.68 0.29 0.00 0.00 0.96 0.00
C3 1.00 0.04 0.12 0.00 0.84 0.00 0.00 0.00 0.00 0.00
C39 1.00 0.01 0.73 0.00 0.26 0.00 0.00 0.00 0.84 0.00
C5 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.86 0.00
C6 1.00 0.01 0.00 0.00 0.05 0.94 0.00 0.00 0.00 0.95
C7 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.91 0.00
C8 1.00 0.02 0.00 0.00 0.06 0.91 0.00 0.00 0.00 0.67
C9 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.00 0.00
C-CULV-P52 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.85 0.00 0.00
C-CULV-P61 1.00 0.04 0.08 0.00 0.65 0.23 0.00 0.00 0.00 0.91
C-NWP61a 1.00 0.65 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C-NWP61b 1.00 0.30 0.36 0.00 0.35 0.00 0.00 0.00 0.84 0.00
C-NWP61c 1.00 0.06 0.23 0.00 0.70 0.00 0.00 0.00 0.60 0.00
C-NWP61d 1.00 0.07 0.13 0.00 0.80 0.00 0.00 0.00 0.65 0.00
C-NWP61e 1.00 0.01 0.01 0.00 0.98 0.00 0.00 0.00 0.15 0.00
C-NWP61f1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C-NWP61f7_2 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00
C-PWP51 1.00 0.38 0.04 0.00 0.58 0.00 0.00 0.00 0.64 0.00
C-PWP52a_1 1.00 0.66 0.10 0.00 0.24 0.00 0.00 0.00 0.83 0.00
C-PWP52a_2 1.00 0.15 0.51 0.00 0.34 0.00 0.00 0.00 0.84 0.00
C-PWP52b 1.00 0.15 0.19 0.00 0.66 0.00 0.00 0.00 0.84 0.00
C-PWP52c 1.00 0.34 0.04 0.00 0.61 0.00 0.00 0.00 0.83 0.00
NC_11 1.00 0.65 0.00 0.00 0.04 0.31 0.00 0.00 0.00 0.00
NC_22 1.00 0.01 0.42 0.00 0.56 0.01 0.00 0.00 0.98 0.00
NC_23 1.00 0.13 0.00 0.00 0.00 0.00 0.00 0.87 0.00 0.00
NC_23a 1.00 0.04 0.20 0.00 0.76 0.00 0.00 0.00 0.86 0.00
NC_51 1.00 0.16 0.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00
NC_52 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
NC_610 1.00 0.37 0.00 0.00 0.63 0.00 0.00 0.00 0.03 0.00
NC_Culv61 1.00 0.49 0.11 0.00 0.00 0.40 0.00 0.00 0.00 0.92
NC_Culv62 1.00 0.16 0.00 0.00 0.61 0.23 0.00 0.00 0.00 0.21
NC_CULV-1-142 1.00 0.04 0.00 0.00 0.02 0.94 0.00 0.00 0.00 0.84
NC_CULV-P22 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.00 0.45
NC_DV3 1.00 0.53 0.01 0.00 0.46 0.00 0.00 0.00 0.63 0.00
NC_DV4 1.00 0.54 0.02 0.00 0.43 0.01 0.00 0.00 0.84 0.00
NC_DV61a 1.00 0.58 0.02 0.00 0.39 0.01 0.00 0.00 0.71 0.00
NC_DV61b 1.00 0.58 0.01 0.00 0.40 0.01 0.00 0.00 0.98 0.00
NC_DV61c 1.00 0.56 0.02 0.00 0.42 0.01 0.00 0.00 0.99 0.00
NC_DV61d 1.00 0.56 0.00 0.00 0.27 0.17 0.00 0.00 0.00 0.00
NC_DV61e 1.00 0.56 0.01 0.00 0.24 0.20 0.00 0.00 0.99 0.00
NC_DV61f 1.00 0.56 0.00 0.00 0.26 0.19 0.00 0.00 0.20 0.00
NC_DV61g 1.00 0.56 0.00 0.00 0.24 0.19 0.00 0.00 0.64 0.00
NC_DV61h 1.00 0.55 0.02 0.00 0.25 0.19 0.00 0.00 0.94 0.00
NC_DV61i 1.00 0.46 0.09 0.00 0.45 0.01 0.00 0.00 0.99 0.00
NC_DV61j 1.00 0.42 0.05 0.00 0.53 0.00 0.00 0.00 0.98 0.00
NC_DV61k 1.00 0.39 0.03 0.00 0.58 0.00 0.00 0.00 0.92 0.00
NC_DV611 1.00 0.39 0.00 0.00 0.61 0.00 0.00 0.00 0.15 0.00
NC_DV61m 1.00 0.39 0.01 0.00 0.60 0.00 0.00 0.00 0.84 0.00
NC_DV61n 1.00 0.37 0.04 0.00 0.59 0.00 0.00 0.00 0.92 0.00
NC_DV610 1.00 0.02 0.41 0.00 0.57 0.00 0.00 0.00 0.83 0.00
NC_DV61p 1.00 0.42 0.03 0.00 0.54 0.01 0.00 0.00 0.06 0.00
NC_H21a 1.00 0.49 0.20 0.00 0.31 0.00 0.00 0.00 0.86 0.00
NC_H21 b 1.00 0.49 0.00 0.00 0.00 0.00 0.00 0.51 0.00 0.26
NC_H42a 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.14 0.00
NC_H42b 1.00 0.04 0.02 0.00 0.91 0.02 0.00 0.00 0.93 0.00
NC_H42c 1.00 0.60 0.00 0.00 0.20 0.21 0.00 0.00 0.00 0.00
NC_P25a 1.00 0.01 0.70 0.00 0.29 0.00 0.00 0.00 0.84 0.00
NC_SouthCreek_1 1.00 0.01 0.48 0.00 0.51 0.00 0.00 0.00 0.99 0.00
NC_SouthCreek_2 1.00 0.37 0.01 0.00 0.19 0.43 0.00 0.00 0.54 0.00
NC_SouthCreek_4 1.00 0.37 0.18 0.00 0.25 0.19 0.00 0.00 0.95 0.00
NC_SouthCreek_5 1.00 0.01 0.36 0.00 0.62 0.01 0.00 0.00 0.99 0.00
NC_SouthCreek_8 1.00 0.01 0.00 0.00 0.97 0.02 0.00 0.00 0.95 0.00
NC-CULV-H21 1.00 0.03 0.45 0.00 0.50 0.00 0.00 0.02 0.00 0.80
NC-CULV-KRCK 1.00 0.04 0.00 0.00 0.82 0.14 0.00 0.00 0.79 0.00
NC-CULV-P43 1.00 0.01 0.06 0.00 0.88 0.04 0.00 0.00 0.00 0.10
NC-CULV-SCRK 1.00 0.01 0.00 0.00 0.74 0.25 0.00 0.00 0.00 0.06
NC-H41a 1.00 0.07 0.53 0.00 0.40 0.01 0.00 0.00 0.92 0.00
NC-H41b 1.00 0.01 0.53 0.00 0.45 0.01 0.00 0.00 0.90 0.00
NC-H41c 1.00 0.01 0.00 0.00 0.97 0.02 0.00 0.00 0.94 0.00
NC-1-143a 1.00 0.60 0.04 0.00 0.36 0.00 0.00 0.00 0.66 0.00
NC-1-143b 1.00 0.48 0.12 0.00 0.40 0.00 0.00 0.00 0.83 0.00
NC-1-143c 1.00 0.40 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.35
NC-H51a 1.00 0.01 0.26 0.00 0.73 0.00 0.00 0.00 0.84 0.00
NC-H51b 1.00 0.66 0.00 0.00 0.04 0.30 0.00 0.00 0.01 0.00
NC-H51c 1.00 0.39 0.00 0.00 0.59 0.02 0.00 0.00 0.00 0.00
NC-H51d 1.00 0.01 0.65 0.00 0.34 0.00 0.00 0.00 0.96 0.00
NC-P43a 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
NC-P43b 1.00 0.64 0.00 0.00 0.00 0.00 0.00 0.36 0.00 0.00
NC-P43c 1.00 0.64 0.06 0.00 0.27 0.04 0.00 0.00 0.79 0.00
NC-P43d 1.00 0.01 0.72 0.00 0.23 0.04 0.00 0.00 0.83 0.00
NC-P43e 1.00 0.01 0.63 0.00 0.32 0.05 0.00 0.00 0.81 0.00
NC-P43f 1.00 0.07 0.64 0.00 0.29 0.00 0.00 0.00 0.87 0.00
SouthCreekReservoir 1.00 0.00 0.02 0.00 0.98 0.00 0.00 0.00 0.57 0.00
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page Al-18
.........................
Conduit Surcharge Summary
----------------------------------------------------------------------------
Hours Hours
---------Hours Full-------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
C1 0.01 11.65 0.21 0.01 0.01
C10 0.01 0.01 4.91 0.01 0.01
C12 0.01 9.35 0.01 9.44 0.01
C16 0.01 0.01 0.01 21.34 0.01
C18 4.37 4.96 59.72 0.01 1.03
C2 0.01 11.65 0.21 0.01 0.01
C21 0.01 0.01 0.74 0.01 0.01
C22 0.01 0.01 4.91 0.01 0.01
C3 2.27 2.31 2.30 2.17 2.08
C39 0.01 0.01 3.22 0.01 0.01
C5 0.98 0.98 1.31 0.01 0.02
C6 2.66 3.70 3.15 0.21 0.21
C8 0.01 5.80 0.01 3.09 0.01
C-CULV-P52 0.01 14.76 0.01 14.93 0.01
C-PWP51 0.13 2.23 0.13 0.01 0.01
C-PWP52a_2 0.01 0.01 13.08 0.01 0.01
C-PWP52b 0.01 0.01 13.08 0.01 0.01
NC_22 0.01 0.01 1.15 0.01 0.01
NC_610 0.01 0.01 3.83 0.01 0.01
NC_Culv61 0.01 0.49 0.01 0.01 0.01
NC_Culv62 0.01 0.40 0.01 0.01 0.01
NC_CULV-P22 0.01 2.01 0.01 0.01 0.01
NC_DV3 0.01 0.17 0.01 0.01 0.01
NC_DV4 0.01 0.01 0.40 0.01 0.01
NC_DV610 3.83 3.83 9.54 0.01 0.01
NC_DV61 p 3.38 3.38 7.40 0.01 0.01
NC_H42a 4.11 4.11 72.00 0.01 0.01
NC_H42b 0.01 0.01 7.49 0.01 0.01
NC_H42c 0.01 0.02 0.01 0.01 0.01
NC_P25a 0.01 0.01 4.71 0.01 0.01
NC-CULV-H21 0.38 0.40 2.31 0.02 0.02
NC-CULV-P43 0.01 0.01 0.01 0.44 0.01
NC-H41a 0.01 0.01 0.72 0.01 0.01
NC-H41 b 0.01 0.01 0.07 0.01 0.01
NC-H41c 0.01 0.01 4.11 0.01 0.01
NC-H43a 0.14 0.18 0.64 0.01 0.01
NC-H43b 0.01 0.01 0.96 0.01 0.01
NC-H43c 0.09 0.09 2.47 0.01 0.01
NC-1-151 a 0.01 0.01 5.77 0.01 0.01
NC-H51 d 0.01 0.01 60.20 0.01 0.01
NC-P43f 0.01 0.01 1.08 0.01 0.01
SouthCreekReservoir 18.10 18.10 70.26 0.01 0.01
Analysis begun on: Mon Apr 1 16:31:52 2024
Analysis ended on: Mon Apr 1 16:32:41 2024
Total elapsed time:00:00:49
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page A2-1
Table Al Summary of PCSWMM Subcatchments
Flow Dstore Dstore Runoff Runoff Peak
X- Y- Length Slope Imperv. N N Impery Pery Infiltration Curve Precipitation Depth Volume Runoff Runoff
Name Coordinate Coordinate Tag Rain Gage Outlet Area(ac) Width(ft) (ft) N N Impery Pery (in) (in) Method Number (in) (in) (MG) (gpm) Coefficient
KCTrib 1 1297943 543859.4 SCS_Type_II_8.4in 100yr KM Pit 2.9216 1000 127.265 5.29 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.7 0.37 10876.53 0.56
KCTrib_2 1297364 546448.6 SCS_Type_II_8.4in_100yr CardioHill 29.3692 1873.326 682.915 4 0 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 4.65 3.71 70006.04 0.554
KCTrib 5 1298803 544259.6 SCS_Type_II_8.4in 100yr MartinMarietta Pond 2.2053 1000 96.063 5.29 1 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.7 0.28 8480.6 0.56
KCTrib_6 1298494 543601.2 SCS_Type_II_8.4in_100yr J9 31.1108 1897.03 714.373 5.29 0 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 4.66 3.93 76825.48 0.554
KCW 1 1302136 549695.1 SCS_Type_II_8.4in 100yr MartinMarietta Pond 116.9102 5807.508 876.901 1.5 16.059 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 5.22 16.58 245905.9 0.622
KCW_13 1297175 543224.2 ROAD SCS_Type_II_8.4in_100yr J76 2.5769 100 1122.498 2.5 0 0.015 0.033 0.1 0.5 CURVE-NUMBER 82 8.4 6.09 0.43 8381.17 0.725
KCW_18 1298311 541835.4 SCS_Type_II_8.4in_100yr J77 2.3489 200 511.59 1 0 0.01 0.1 0.35 1 CURVE-NUMBER 66 8.4 4.09 0.26 3765.04 0.487
KCW 2 1302823 546289.4 SCS_Type_II_8.4in 100yr SU1 208.6172 6527.359 1392.196 1.6 30.6 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 5.75 32.58 481860.3 0.685
KCW_3 1300936 544423.9 SCS_Type_II_8.4in_100yr J12 82.1302 2558.795 1398.155 0.5 0 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 4.56 10.16 62946.15 0.542
KCW 5 1299537 542884.5 SCS_Type_II_8.4in 100yr J7 91.3099 4164.052 955.19 3 0 0.1 0.1 0.05 1 CURVE NUMBER 72 8.4 4.63 11.49 173741.8 0.552
KCW_6 1298544 542100 ROAD SCS_Type_II_8.4in_100yr J40 0.1507 100 65.645 2.5 0 0.015 0.033 0.1 0.5 CURVE-NUMBER 82 8.4 6.12 0.03 697.2 0.728
KMPit 1 1296548 545681.9 SCS_Type_II_8.4in 100yr PERIM-POND-71 23.1769 250 4038.343 0.5 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.42 2.78 7694.88 0.526
KMPit 2 1295747 544803.3 SCS_Type_II_8.4in 100yr SU2 0.6584 250 114.72 0.5 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.68 0.08 1912.37 0.557
KMPit 3 1296680 545307.4 ROAD SCS_Type_II_8.4in_100yr J23 1.5815 100 688.901 2.5 0 0.015 0.033 0.1 0.5 CURVE-NUMBER 82 8.4 6.1 0.26 5835.23 0.726
KMPit 5 1296013 545044.7 SCS_Type_II_8.4in 100yr J22 3.5378 250 616.426 0.5 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.61 0.44 5078.4 0.549
KMPit_6 1295725 544221.3 ROAD SCS_Type_II_8.4in_100yr J25 0.9123 100 397.398 2.5 0 0.015 0.033 0.1 0.5 CURVE-NUMBER 82 8.4 6.11 0.15 3760.78 0.727
KMPit 8 1296327 544911.8 SCS_Type_II_8.4in 100yr J23 2.5451 250 443.458 0.5 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.63 0.32 4501.71 0.551
KMPit_9 1295841 545015.4 SCS_Type_II_8.4in_100yr J22 0.1797 250 31.311 0.5 0 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 4.7 0.02 687.06 0.56
MM Trib1_2 1299165 547417.6 SCS_Type_II_8.4in_100yr J70 53.7797 1890.199 1239.364 4 1.67 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 4.69 6.85 98368.71 0.558
MM_W1 1300258 548225 SCS_Type_II_8.4in 100yr MartinMarietta Pond 53.3225 1628.537 1426.267 4 6.506 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.86 7.04 97562.83 0.579
MM W2 1300924 549342.4 SCS_Type_II_8.4in_100yr Martin Marietta Pond 52.5051 2145.385 1066.066 2.4 17.131 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 5.26 7.5 113842 0.627
PonclNol W 1 1295348 543360.7 ROAD SCS_Type_II_8.4in 100yr J26 0.7682 100 334.628 2.5 0 0.015 0.033 0.1 0.5 CURVE NUMBER 82 8.4 6.11 0.13 3245.87 0.728
PondNol_W_2 1295866 543104.4 SCS_Type_II_8.4in_100yr KM Pit 21.9847 1241.836 771.159 0.5 0 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 4.6 2.75 26946.92 0.548
PondNol W 3 1295355 542817.3 ROAD SCS_Type_II_8.4in 100yr J27 0.7492 1241.836 26.28 0.5 0 0.01 0.1 0.05 1 CURVE NUMBER 82 8.4 5.62 0.11 3358.37 0.669
51 1297029 544389.4 SCS_Type_II_8.4in 100yr KM Pit 104.8157 4908.075 930.257 0.526 0 0.01 0.1 0.055 1 CURVE NUMBER 84 8.4 5.72 16.29 172534.6 0.682
Sl_4 1300486 546351.9 SCS_Type_II_8.4in_100yr MartinMarietta Pond 144.8788 1403.982 4495.015 0.544 0 0.01 0.1 0.05 1 CURVE-NUMBER 82.243 8.4 5.42 21.33 66204.31 0.645
51 5 1299682 544771.5 ROAD SCS_Type_II_8.4in 100yr J79 2.4883 100 1083.903 2.5 0 0.015 0.033 0.1 0.5 CURVE NUMBER 82 8.4 6.09 0.41 8134.13 0.725
S10 1292517 539472.6 WRD SCS_Type_II_8.4in_100yr J96 11.8553 549.539 939.727 8.861 0 0.011 0.09 0.057 0.929 CURVE-NUMBER 45.418 8.4 2.43 0.78 9740.98 0.289
S10 2 1294756 539165 SCS_Type_II_8.4in 100yr J20 0.6355 325 85.177 2 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.7 0.08 2336.91 0.559
S10_3 1294632 539417.7 SCS_Type_II_8.4in_100yr J20 0.0133 325 1.783 2 0 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 4.7 0 54.94 0.56
S10_4 1294955 539253.7 WRD SCS_Type_II_8.4in_100yr WRC-POND_61 0.3776 474.725 34.648 7.306 0 0.011 0.09 0.058 0.922 CURVE-NUMBER 72 8.4 4.8 0.05 1535.5 0.571
511 1294221 542717 SCS_Type_II_8.4in 100yr J43 24.4476 857.826 1241.438 5.151 11 0.01 0.098 0.051 0.985 CURVE NUMBER 72 1 8.4 5.06 3.36 54632.63 0.602
Sll_10 1297539 542442.8 SCS_Type_II_8.4in_100yr J4 39.3267 2039.211 840.066 1.068 0 0.01 0.1 0.347 1 CURVE-NUMBER 72 8.4 4.62 4.93 59156.71 0.549
511 4 1295867 542214.1 SCS_Type_II_8.4in 100yr J19 0.0037 806.866 0.2 3.54 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.76 0 15.28 0.566
Sll_5 1296784 542663.2 SCS_Type_II_8.4in_100yr J71 8.4114 2039.211 179.678 1.068 0 0.01 0.1 0.347 1 CURVE-NUMBER 72 8.4 4.67 1.07 24162.43 0.556
S12 1295363 540748.2 WRD SCS_Type_II_8.4in 100yr J46 16.2445 470.489 1503.989 7.44 0 0.011 0.089 0.058 0.917 CURVE NUMBER 44.334 8.4 2.32 1.03 8192.36 0.277
S12 1 1296121 541597.9 SCS_Type_II_8.4in 100yr Pond1 14.6887 601.449 1063.83 5.739 0 0.01 0.096 0.053 0.971 CURVE NUMBER 1 73.617 1 8.4 4.82 1.92 33637.3 0.574
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page A2-2
Table Al Summary of PCSWMM Subcatchments
Flow Dstore Dstore Runoff Runoff Peak
X- Y- Length Slope Imperv. N N Impery Pery Infiltration Curve Precipitation Depth Volume Runoff Runoff
Name Coordinate Coordinate Tag Rain Gage Outlet Area(ac) Width(ft) (ft) N N Impery Pery (in) (in) Method Number (in) (in) (MG) (gpm) Coefficient
512 10 1295902 540469.3 WRD SCS_Type_II_8.4in 100yr J38 16.3826 470.489 1516.775 7.44 0 0.011 0.089 0.058 0.917 CURVE NUMBER 44.334 8.4 2.32 1.03 8204.89 0.277
S12_14 1294610 540368.8 WRD SCS_Type_II_8.4in_100yr J44 6.7012 470.489 620.427 7.44 0 0.011 0.089 0.058 0.917 CURVE-NUMBER 44.334 8.4 2.36 0.43 6453.76 0.281
S12 15 1295061 539773.9 WRD SCS_Type_II_8.4in 100yr J37 18.2968 470.489 1694.001 7.44 0 0.011 0.089 0.058 0.917 CURVE NUMBER 44.334 8.4 2.32 1.15 8361.67 0.276
S12_2 1294935 539147.8 SCS_Type_II_8.4in_100yr J3 1.2166 453.719 116.802 4.953 0 0.01 0.1 0.05 0.998 CURVE-NUMBER 72 8.4 4.7 0.16 4561.48 0.56
S12 3 1294911 542865.8 SCS_Type_II_8.4in 100yr j27 10.036 601.449 726.858 6 0 0.01 0.096 0.053 0.971 CURVE NUMBER 72 8.4 4.69 1.28 25687.15 0.558
S12_4 1295146 541854.1 SCS_Type_II_8.4in_100yr Pond1 41.3063 601.449 2991.613 5.739 0 0.01 0.096 0.053 0.971 CURVE-NUMBER 72 8.4 4.62 5.18 47935.72 0.55
S12_5 1296046 539792.9 SCS_Type_II_8.4in_100yr J3 24.3263 453.719 2335.484 4.953 0 0.01 0.1 0.05 0.998 CURVE-NUMBER 72 8.4 4.6 3.04 30695.02 0.548
S12 6 1295248 540508.4 WRD SCS_Type_II_8.4in 100yr J39 11.8618 461.839 1118.788 6.62 0 0.011 0.092 0.056 0.939 CURVE NUMBER 82 8.4 5.64 1.82 33774.75 0.671
S12_7 1295701 539754.2 WRD SCS_Type_II_8.4in_100yr J39 1.6537 461.839 155.975 6.62 0 0.011 0.092 0.056 0.939 CURVE-NUMBER 82 8.4 5.68 0.25 7172.87 0.676
S12 8 1296453 540953.5 WRD SCS_Type_II_8.4in 100yr J39 0.7868 461.839 74.21 6.62 0 0.011 0.092 0.056 0.939 CURVE NUMBER 82 8.4 5.68 0.12 3585.56 0.676
S12_9 1295065 540910.1 WRD SCS_Type_II_8.4in_100yr J39 0.5062 461.839 47.744 6.62 0 0.011 0.092 0.056 0.939 CURVE-NUMBER 82 8.4 5.68 0.08 2334.19 0.676
S13 1296870 542372.3 ROAD SCS_Type_II_8.4in 100yr J72 2.0065 100 874.031 2.5 0 0.015 0.033 0.1 0.5 CURVE NUMBER 82 8.4 6.1 0.33 6937.53 0.726
S14 1295343 544385.7 ROAD SCS_Type_II_8.4in 100yr J93 1.835 743.285 107.54 2.5 0 0.01 0.1 0.05 0.561 CURVE NUMBER 82 8.4 6.05 0.3 7780.07 0.721
S15 1297125 541003.8 SCS_Type_II_8.4in_100yr 11 13.6202 211.682 2802.77 6.393 0 0.01 0.1 0.05 1 CURVE-NUMBER 73.133 8.4 4.7 1.74 17240.69 0.56
S16 1297584 541710.3 SCS_Type_II_8.4in 100yr J33 7.4486 171.539 1891.471 4.96 0 0.011 0.081 0.102 0.858 CURVE NUMBER 70.554 8.4 4.63 0.94 12584.83 0.552
S17 1296213 541293.9 ROAD SCS_Type_II_8.4in_100yr J32 2.5694 612.687 182.676 5.781 0 0.01 0.098 0.052 0.985 CURVE-NUMBER 82 8.4 5.63 0.39 10759.14 0.67
S18 1292364 540670.7 SCS_Type_II_8.4in 100yr J55 21.4127 763.177 1222.177 3.998 0 0.01 0.099 0.051 0.992 CURVE NUMBER 72 8.4 4.64 2.7 38795.41 0.552
S18_2 1294480 540751 SCS_Type_II_8.4in_100yr j44 0.0004 449.626 0.039 5.824 0 0.011 0.094 0.055 0.954 CURVE-NUMBER 44 8.4 2.73 0 0.98 0.325
S18_4 1294966 540810.7 SCS_Type_II_8.4in_100yr j44 0.0104 449.626 1.008 5.824 0 0.011 0.094 0.055 0.954 CURVE-NUMBER 44 8.4 2.54 0 25.18 0.302
S19 1293197 540304.3 WRD SCS_Type_II_8.4in 100yr J35 10.8871 560.598 845.957 8.526 0.008 0.011 0.09 0.057 0.933 CURVE NUMBER 45.439 8.4 2.43 0.72 9453.27 0.289
S19 1 1292991 542543.9 SCS_Type_II_8.4in_100yr j53 71.8664 1927.598 1624.042 3.399 5 0.01 0.098 0.051 0.989 CURVE-NUMBER 72.82 8.4 4.88 9.53 118711.7 0.581
52 1293682 539674.4 WRD SCS_Type_II_8.4in 100yr J97 26.2727 542.937 2107.867 8.387 0.011 0.011 0.09 0.057 0.934 CURVE NUMBER 44 8.4 2.26 1.62 9762.31 0.27
S2_1 1291027 540796.5 SCS_Type_11_8.4in_100yr J55 25.8583 806.866 1396.003 3.54 0 0.01 0.1 0.05 1 CURVE-NUMBER 71.761 8.4 4.6 3.23 40913.3 0.547
S2 12 1292415 540125.7 Road SCS_Type_II_8.4in 100yr J95 0.2825 549.539 22.393 8.861 0 0.011 0.09 0.057 0.929 CURVE NUMBER 81.987 8.4 5.69 0.04 1313.98 0.677
S2 2 1295889 542422.6 ROAD SCS_Type_II_8.4in 100yr J98 0.3013 100 131.246 2.5 0 0.015 0.033 0.1 0.5 CURVE NUMBER 82 8.4 6.12 0.05 1371.4 0.729
S2_3 1297269 541472.8 ROAD SCS_Type_II_8.4in_100yr J5 2.3503 100 1023.791 2.5 0 0.015 0.033 0.1 0.5 CURVE-NUMBER 82 8.4 6.09 0.39 7742.23 0.725
52 4 1295842 542543.6 SCS_Type_II_8.4in 100yr J98 1.9488 433.478 195.834 7.122 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.7 0.25 6926.54 0.559
S2_7 1295665 542477.6 ROAD SCS_Type_II_8.4in_100yr J201 1.1303 433.478 113.583 7.122 0 0.01 0.1 0.05 1 CURVE-NUMBER 82 8.4 5.62 0.17 5020.37 0.669
S2 8 1298213 541925.7 ROAD SCS_Type_II_8.4in 100yr J40 1.1994 100 522.459 2.5 0 0.015 0.033 0.1 0.5 CURVE NUMBER 82 8.4 6.11 0.2 4709.55 0.727
S20 1292876 538365.3 SCS_Type_II_8.4in_100yr j84 4.4637 463.551 419.455 3.555 0 1 0.01 0.1 0.05 1 CURVE-NUMBER 71.761 8.4 4.65 0.56 12121.13 1 0.553
S21 1292647 539922.8 WRD SCS_Type_II_8.4in_100yr J99 7.736 549.539 613.205 8.861 0 0.011 0.09 0.057 0.929 CURVE-NUMBER 44 8.4 2.33 0.49 7543.2 0.277
S21 1 1295215 539300.2 SCS_Type_II_8.4in 100yr J39 0 464.43 0 6.203 0 0.01 0.095 0.054 0.959 CURVE NUMBER 68.61 0 0 0 0 0
S21_4 1294009 539930.2 WRD SCS_Type_II_8.4in_100yr J95 0 540.523 0 8.58 0 0.011 0.09 0.057 0.932 CURVE-NUMBER 44 0 0 0 0 0
S21 5 1294028 539877.2 WRD SCS_Type_II_8.4in 100yr J95 0.0013 540.523 0.105 8.58 0 0.011 0.09 0.057 0.932 CURVE NUMBER 44 8.4 2.66 0 3.12 0.317
S21_6 1294041 539801.7 WRD SCS_Type_II_8.4in_100yr J95 0.0019 540.523 0.153 8.58 0 0.011 0.09 0.057 0.932 CURVE-NUMBER 44 8.4 2.64 0 4.54 0.315
S21 8 1293854 540231.4 WRD SCS_Type_II_8.4in 100yr J95 0.0001 540.523 0.008 8.58 0 0.011 0.09 0.057 0.932 CURVE NUMBER 44 8.4 3.4 0 0.25 0.405
S22 1295746 539111.1 SCS_Type_II_8.4in 100yr SouthCreekReservoir 12.7463 453.128 1225.324 16.546 0 0.01 0.1 0.05 1.5 CURVE NUMBER 72 8.4 4.16 1.44 26704.44 0.495
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page A2-3
Table Al Summary of PCSWMM Subcatchments
Flow Dstore Dstore Runoff Runoff Peak
X- Y- Length Slope Imperv. N N Impery Pery Infiltration Curve Precipitation Depth Volume Runoff Runoff
Name Coordinate Coordinate Tag Rain Gage Outlet Area(ac) Width(ft) (ft) N N Impery Pery (in) (in) Method Number (in) (in) (MG) (gpm) Coefficient
523 1294080 538543.6 SCS_Type_II_8.4in 100yr NAG POND 1.2028 510.101 102.713 6.428 0 0.01 0.094 0.054 0.961 CURVE NUMBER 72 8.4 4.74 0.15 4665.98 0.564
S24 1293276 538923.6 WRD SCS_Type_II_8.4in_100yr J95 18.2474 549.539 1446.406 8.861 0 0.011 0.09 0.057 0.929 CURVE-NUMBER 45.063 8.4 2.38 1.18 10545.71 0.283
S24 2 1294216 539941.6 SCS_Type_II_8.4in 100yr J20 21.2013 380.571 2426.692 3.598 0.005 0.01 0.098 1 0.052 0.982 CURVE NUMBER 72.06 8.4 4.61 2.66 23709.64 0.549
S25 1293443 538531.8 SCS_Type_II_8.4in_100yr J47 10.8022 476.71 987.065 4.367 0 0.01 0.098 0.051 0.989 CURVE-NUMBER 72 8.4 4.65 1.36 22599.08 0.554
S25 3 1294234 538645.9 SCS_Type_II_8.4in 100yr J47 0.0001 476.573 0.009 4.359 0 0.01 0.098 0.051 0.989 CURVE NUMBER 72 8.4 5.37 0 0.42 0.64
S26 1292117 539258.1 SCS_Type_II_8.4in_100yr J64 6.5071 478.28 592.643 4.463 0 0.01 0.098 0.051 0.988 CURVE-NUMBER 71.629 8.4 4.64 0.82 16632.71 0.552
S27 1291837 540080.5 SCS_Type_II_8.4in_100yr J65 5.0829 775.93 285.349 4.181 0 0.01 0.099 0.05 0.992 CURVE-NUMBER 71.711 8.4 4.66 0.64 15121.84 0.555
S28 1292633 538784.8 SCS_Type_II_8.4in 100yr J84 0.3695 570.254 28.225 6.664 0.118 0.01 0.094 0.054 0.956 CURVE NUMBER 81.966 8.4 5.66 0.06 1713.94 0.674
S28_1 1292363 540150.1 SCS_Type_II_8.4in_100yr J65 1.5553 570.254 118.805 6.664 0.118 0.01 0.094 0.054 0.956 CURVE-NUMBER 81.966 8.4 5.66 0.24 6898.85 0.674
S28 10 1292319 539183.8 SCS_Type_II_8.4in 100yr J81 0.2464 570.254 18.822 6.664 0.118 0.01 0.094 0.054 0.956 CURVE NUMBER 81.966 8.4 5.66 0.04 1145.9 0.674
S28_11 1292407 539032.2 SCS_Type_II_8.4in_100yr J82 0.2897 570.254 22.129 6.664 0.118 0.01 0.094 0.054 0.956 CURVE-NUMBER 81.966 8.4 5.67 0.04 1346.05 0.674
S28 12 1292496 538904 SCS_Type_II_8.4in 100yr J83 0.1834 570.254 14.009 6.664 0.118 0.01 0.094 0.054 0.956 CURVE NUMBER 81.966 8.4 5.66 0.03 854.07 0.673
S28 14 1292857 538641.1 SCS_Type_II_8.4in 100yr J85 0.4225 570.254 32.274 6.664 0.118 0.01 0.094 0.054 0.956 CURVE NUMBER 81.966 8.4 5.66 0.06 1957.5 0.674
S28_16 1293166 538553.7 SCS_Type_II_8.4in_100yr J86 0.5482 570.254 41.875 6.664 0.118 0.01 0.094 0.054 0.956 CURVE-NUMBER 81.966 8.4 5.66 0.08 2531.98 0.674
S28 17 1293513 538536.3 SCS_Type_II_8.4in 100yr J87 0.4784 570.254 36.544 6.664 0.118 0.01 0.094 0.054 0.956 CURVE NUMBER 81.966 8.4 5.66 0.07 2213.54 0.674
S28_19 1293928 538614.4 SCS_Type_II_8.4in_100yr J88 0.7222 570.254 55.167 6.664 0.118 0.01 0.094 0.054 0.956 CURVE-NUMBER 81.966 8.4 5.66 0.11 3318.28 0.674
S28 2 1293962 541013.6 SCS_Type_II_8.4in 100yr J59 2.122 570.254 162.093 6.664 0.118 0.01 0.094 0.054 0.956 CURVE NUMBER 81.966 8.4 5.66 0.33 9148.12 0.674
S28_3 1293149 540677 SCS_Type_II_8.4in_100yr J62 1.6678 570.254 127.398 6.664 0.118 0.01 0.094 0.054 0.956 CURVE-NUMBER 81.966 8.4 5.66 0.26 7357.25 0.674
S28_4 1293853 540363.2 SCS_Type_II_8.4in_100yr J91 1.6924 570.254 129.277 6.664 0.118 0.01 0.094 0.054 0.956 CURVE-NUMBER 81.966 8.4 5.66 0.26 7456.67 0.674
S28_5 1294152 539319.3 1 SCS_Type_II_8.4in 100yr J90 1.5451 570.254 118.026 6.664 0.118 0.01 0.094 0.054 0.956 CURVE NUMBER 81.966 8.4 5.66 0.24 6856.99 0.674
S28 6 1291991 539802.7 SCS_Type_II_8.4in_100yr J64 0.4484 570.254 34.252 6.664 0.118 0.01 0.094 0.054 0.956 CURVE-NUMBER 81.966 8.4 5.66 0.07 2076.25 0.674
528 7 1292087 539616.8 SCS_Type_II_8.4in 100yr J30 0.1894 570.254 14.468 6.664 0.118 0.01 0.094 0.054 0.956 CURVE NUMBER 81.966 8.4 5.66 0.03 881.9 0.673
S28_8 1292158 539482.6 SCS_Type_11_8.4in_100yr J36 0.2666 570.254 20.365 6.664 0.118 0.01 0.094 0.054 0.956 CURVE-NUMBER 81.966 8.4 5.66 0.04 1239.31 0.674
S28 9 1292240 539328.4 SCS_Type_II_8.4in 100yr J80 0.2535 570.254 19.364 6.664 0.118 0.01 0.094 0.054 0.956 CURVE NUMBER 81.966 8.4 5.66 0.04 1178.75 0.674
S3 1295618 544342 SCS_Type_II_8.4in 100yr j24 7.4097 257.193 1254.958 0.5 0 0.01 0.1 0.05 0.993 CURVE NUMBER 72 8.4 4.57 0.92 6238.58 0.544
S3_1 1294517 543837.1 SCS_Type_II_8.4in_100yr J57 2.3682 666.239 154.838 5.221 11 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 5.1 0.33 9105.56 0.607
53 2 1294482 543670.4 ROAD SCS_Type_II_8.4in 100yr J57 0.3689 666.239 24.119 5.221 0 0.01 0.1 0.05 1 CURVE NUMBER 82 8.4 5.61 0.06 1711.18 0.668
S4 1291700 539423.9 SCS_Type_II_8.4in_100yr OF1 7.4904 463.317 704.23 3.54 0 0.01 0.1 0.05 1 CURVE-NUMBER 71.761 8.4 4.63 0.94 17086.89 0.551
S5 1296203 542568 ROAD SCS_Type_II_8.4in 100yr j73 1.7794 100 775.107 2.5 0 0.015 0.033 0.1 0.5 CURVE NUMBER 82 8.4 6.1 0.29 6366.18 0.726
S5_11 1296361 541994.6 ROAD SCS_Type_II_8.4in_100yr J201 1.7483 100 761.559 2.5 0 0.015 0.033 0.1 0.5 CURVE_NUMBER 82 8.4 6.1 0.29 6284.87 0.726
S5_2 1296400 542560.7 SCS_Type_II_8.4in_100yr J73 2.2158 785.802 122.83 7.672 0 0.01 0.1 0.05 1 CURVE-NUMBER 72 8.4 4.7 0.28 8470.54 0.56
SS 3 1296343 542216.8 SCS_Type_II_8.4in 100yr Pond1 3.4033 785.802 188.658 7.672 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.7 0.43 12263.92 0.559
S5_8 1296707 541944.5 SCS_Type_II_8.4in_100yr Pond1 1.3452 315.979 185.446 7.672 0 0.01 0.1 0.05 1 CURVE_NUMBER 77.609 8.4 5.21 0.19 5363.84 0.62
S6 1298472 545949.7 SCS_Type_II_8.4in 100yr CardioHill 42.399 2214.75 833.909 3.977 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.65 5.35 92744.83 0.553
S7 1294907 539213.6 SCS_Type_II_8.4in_100yr WRC-POND_61 0.8214 416.398 85.928 4.63 0 0.01 0.097 0.052 0.977 CURVE-NUMBER 72 8.4 4.72 0.11 3181.33 O.S62
S7_1 1295065 543506.4 SCS_Type_II_8.4in 100yr J93 8.1907 268.82 1327.233 6 0 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 4.64 1.03 15735.62 0.552
57 2 1294889 543282.7 ROAD SCS_Type_II_8.4in 100yr J57 1.751 268.82 283.735 0.713 0 0.01 0.1 0.05 1 CURVE NUMBER 82 8.4 5.58 0.27 5222.81 0.665
April 2024

SRK Consulting(U.S.), Inc.
Surface Water Management Report-Kings Mountain Page A2-4
Table Al Summary of PCSWMM Subcatchments
Flow Dstore Dstore Runoff Runoff Peak
X- Y- Length Slope Imperv. N N Impery Pery Infiltration Curve Precipitation Depth Volume Runoff Runoff
Name Coordinate Coordinate Tag Rain Gage Outlet Area(ac) Width(ft) (ft) N N Impery Pery (in) (in) Method Number (in) (in) (MG) (gpm) Coefficient
57 4 1293288 541112.2 SCS_Type_II_8.4in 100yr j53 5.3067 828.058 279.159 3.608 0 0.01 0.1 0.05 0.998 CURVE NUMBER 72.82 8.4 4.75 0.69 15893.81 0.566
575 1294991 541053.9 ROAD SCS_Type_II_8.4in_100yr J60 2.2381 743.467 131.131 5.387 0.298 0.01 0.098 0.051 0.982 CURVE-NUMBER 82 8.4 5.64 0.34 9723.34 0.672
S7 7 1296656 541324.9 WRD SCS_Type_II_8.4in 100yr J39 0.4411 474.484 40.495 7.287 0 0.011 0.09 0.058 0.922 CURVE NUMBER 50.343 8.4 2.91 0.03 1170.27 0.346
S7_8 1296766 541232.8 WRD SCS_Type_II_8.4in_100yr J92 2.333 453.845 223.921 7.256 0 0.011 0.089 0.058 0.92 CURVE-NUMBER 48.004 8.4 2.7 0.17 4201.6 0.322
S8 1298191 545009.9 ROAD SCS_Type_II_8.4in 100yr J67 0.8287 438.674 82.289 2.476 0 0.01 0.1 0.052 1 CURVE NUMBER 82 8.4 5.62 0.13 3617.32 0.669
S9 1291393 539924 SCS_Type_II_8.4in_100yr J64 1.4363 770.033 81.25 4.305 0 0.01 0.099 0.051 0.99 CURVE-NUMBER 71.761 8.4 4.69 0.18 5539.43 0.559
S9_2 1298838 544187 ROAD SCS_Type_II_8.4in_100yr J78 2.2781 100 992.34 2.5 0 0.015 0.033 0.1 0.5 CURVE-NUMBER 82 8.4 6.09 0.38 7573.61 0.725
S9 3 1299133 545777.9 ROAD SCS_Type_II_8.4in 100yr J70 4.9009 100 2134.832 2.5 0 0.015 0.033 0.1 0.5 CURVE NUMBER 82 8.4 6.07 0.81 13763.38 0.723
S9_4 1298102 543997.9 ROAD SCS_Type_II_8.4in_100yr J74 2.6505 100 1154.558 2.5 0 0.015 0.033 0.1 0.5 CURVE-NUMBER 82 8.4 6.09 0.44 8583.71 0.725
S9 8 1292011 539944.5 WRD SCS_Type_II_8.4in 100yr J64 0.0029 549.539 0.23 8.861 0 0.011 0.09 0.057 0.929 CURVE NUMBER 44 8.4 2.59 0 6.98 0.308
S9_9 1292276 539376.2 WRD SCS_Type_II_8.4in_100yr J64 0.1452 549.539 11.509 8.861 0 0.011 0.09 0.057 0.929 CURVE-NUMBER 44 8.4 2.51 0.01 344.86 0.299
SC-north-3 1295114 544445.2 SCS_Type_II_8.4in 100yr SU2 14.3797 1196.994 523.294 0.5 11 0.01 0.1 0.05 0.05 CURVE NUMBER 72 8.4 5.88 2.29 31713.05 0.7
SC north 6 1295147 543946.1 1 SCS_Type_II_8.4in 100yr j93 3.0789 1196.994 112.045 0.5 0 0.01 0.1 0.05 0.05 CURVE NUMBER 72 8.4 5.62 0.47 9290.24 0.669
SCW 1294287 541690.5 SCS_Type_II_8.4in_100yr J50 9.172 684.269 583.882 5.092 0 0.01 0.097 0.053 0.975 CURVE-NUMBER 72 8.4 4.69 1.17 24364.42 0.558
SCW 2 1293690 543307.4 SCS_Type_II_8.4in 100yr J43 31.9074 998.531 1391.931 5.23 11 0.01 0.1 0.05 1 CURVE NUMBER 72 8.4 5.04 4.37 67257.53 0.6
SCW_26 1291622 541831.2 SCS_Type_II_8.4in_100yr J54 88.2806 1783.719 2155.891 3.42 5 0.01 0.1 0.05 1 CURVE-NUMBER 72.82 8.4 4.86 11.64 120919.4 0.578
SCW 3-RESERVOIR 1 1295652 539821 SCS_Type_II_8.4in 100yr SouthCreekReservoir 0.0233 453.128 2.24 4.898 0 0.01 0.1 0.05 1 CURVE NUMBER 66 8.4 4.26 0 87.93 0.507
SCW_3-RESERVOIR_4 1296673 540018 SCS_Type_II_8.4in_100yr SouthCreekReservoir 0 453.128 0 4.898 0 0.01 0.1 0.05 1 CURVE_NUMBER 66 0 0 0 0 0
SCW_6 1294486 538291.6 SCS_Type_II_8.4in_100yr J20 15.5508 887.2 763.518 6.18 0 0.01 0.1 0.05 1 CURVE_NUMBER 71.922 8.4 4.65 1.96 38477.23 0.554
April 2024

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SRK Consulting(U.S.), Inc.
Surface Water Management Report—Kings Mountain Appendices
Appendix E: Stormwater Control Addendums
MH/MW April 2024

s rk consulting Den Consulting(U.S.),Inc.
999 17th Street,Suite 400
Denver,CO 80202
United States
T:[phone]
F:[phone]
[e-mail]
www.srk.com
Memo
To: Joey Dean Date: July 2, 2024
Company: Albemarle Corporation From: David Hoekstra
Copy to: Claudio Andrade Project#: USPR000576
Subject: Appendix E-1: Overburden Storage Facility SWMP
1 Introduction
Kings Mountain Mining Project(the Project) is a historical open pit lithium mining operation located
near the city of Kings Mountain, North Carolina, in the southeastern United States. The Project is a
lithium pegmatite deposit that is currently being investigated for redevelopment by Albemarle
Corporation (Albemarle) as part of a prefeasibility-level analysis. Albemarle commissioned SRK
Consulting (U.S.), Inc. (SRK)to develop prefeasibility-level (Evaluate and Select phases, per
Albemarle's internal conventions)designs for an expansion of the existing pit, waste rock
management, water management, and ancillary infrastructure to aid Albemarle in making informed
decisions concerning advancement of the Project.
As part of this study, SRK is developing a PFS surface water design of stormwater management
channels, detention and retention ponds, sediment control structures, and spillways that meet the
required design criteria for each facility, which were selected using a risk-based approach.
The Storm Water Management Plan (SWMP) document is intended to support mine, discharge,
stormwater, and dam safety permitting from components of this project, as well as contribute to the
Environmental assessment of the site. The SWMP is intended to be a living document, with
associated components, strategies, and criteria added to or replaced in the SWMP as part of the
adaptive management plan being implemented at the site. As a result, addendums to the original
SWMP will be prepared on an as needed basis to adjust the SWMP to changing site conditions,
climatic conditions, or different regulatory or community needs.
This first addendum is designated as addendum 2.1 and is adding to the Version 2.0 of the SWMP
prepared in April 2024 to include the addition of the Overburden Stockpile Facilities (OSFs) and
associated surface water controls and erosion control measures associated with OSF-1, OSF-2,
OSF-3. Unless otherwise noted in this document, all hydrologic and hydraulic conditions, design
criteria, surface water controls and erosion control measures described in version 2.0 of the SWMP
will remain unchanged.
2 Project Layout
As shown in Figure 2-1, the OSFs are stockpiles of non-mineralized material, typical saprolitic soils
from the upper 30 ft of unconsolidated material that will be stockpiled in unused portions of the mine
site.
• OSF-1 will be located immediately north of RSF-1 on the west side of the South Creek Drainage.
• OSF-2 will be located between the NPI area and Sed Pond -1, north of the railroad spur as part
of the drainages contributing to Sediment Pond 1.
• OSF-3 will be located southeast of RSF-1, south and west of south creek and north of Highway
85 on the southern side of the South Creek Drainage.
DH/MS KingsMountain_SWMP_Report_Append ixE-1_OS F_USPR000576_Rev02.docx July 2024

PERIMETER pJ�j
N POND71 CIA LEGEND
LAYARE OWN
56p- SEDIMENT FENCE
� 003 NCG02 DISCHARGE
PERIMETER �j POINT ID
POND 72
PROPERTY /
LINE
GROWTH MEDIA
STORAGE
LAYDOWN /
AREA
TRUCK MAINTENANCE
SHOP MINE PIT
WAREHOUSE-
I / -
r �
EXISTING ROM PAD
FACILITY/LABORATORY \J-
NATURAL GAS
LINE RE-ROUTE — ♦ ,� ����P o
READY LINE HAUL ROAD
o
,
�o
CONCENTRATE
\\ /
RAIL LOADOUT
1 81 EXISTING
( / \ PROCESS
/ BOOSTER PUMP FACILITY ki
,
OVERBURDEN STORAGE \
FACILITY 2 (OSF-2) \ SED POND 1 °�
,
OVERBURDEN � _ ® � / •���' STOCKPILE
STORAGE SEDIMENT
FACILITY 1 (OSF-1) � WETLAND AREA FENCE (TYP.) RAIL CAR 010�
SETBACK FUELING STATION
& INFRA STORAGE
�'I SOUTH CREEK
OSF-1 WATER CULVERT�� � _ ❑ CRUSHING FACILITIE
MANAGEMENT PONDS — \� _ /
063 a, /
163 MUD POND#2 V
- 10671 GRADE TO DRAIN KING S CREEK ��, �� • j�
62 162 J _ CONCENTRATE TRUCK O
SOUTH CREEK LOADING BUILDING
- f �
HAULROAD
i - _
/ FILL CHECKDAM
PROPOSED ROCK
066 , ROCK 0
STORAGE
FACILITY X
=:_CONCENTRATOR
-�
- � ' FACILITIES
,
v
p OF
/
'9\ ROCK rWRC POND 51
STORAGE G�-
FACILITY A / 101 003
151 - - WATER STORAGE
068 ��� /00, / BASIN 1 (CURRENT
102
OUTLINE)
WRC POND 61 161 �'"—' i EXISTING 230kV
164 POWERLINE ALIGNMENTOSF-3 WATER
�
` - MANAGEMENT POND WETLAND AREA 1 03 /
SETBACK
— � � PROPOSED WATER
� STORAGE
- -- EMBANKMENT
SEDIMENT _ VERBURDEN STORAGE FACILITY 3 (OSF-3)-
FENCE (TYP.) �� LAYDOW MAX WATER LEVEL
♦ YARD PIMP EVENT
�004 PROPOSED TOE (845 FT AMSL)
� BUTTRESS
/ I
230/24.9KV ELECTRICAL
PROPOSED SUBSTATION
SPILLWAY
REVISIONS DESIGN:EL/JO REVIEWED:DPH PREPARED BY: DRAWING TITLE: ISSUE:
REV. DESCRIPTION DATE DRAWN:EL APPROVED:JO SITE LOCATION MAP WITH TEMPORARY
0 ISSUED FOR PERMITTING 07/02/2024 Srk consultingDATE:
COORDINATE SYSTEM: SURFACE WATER MANAGEMENT AND
7/2/2024
NC83F PREPARED FOR: SEDIMENT CONTROL FEATURES SRK PROJECT NO.: REVISION:
PROJECT: USPR576.800 0
0 250 500 1000 KINGS MOUNTAIN
MINING PROJECT DRAWING NO.
FEET IF THE ABOVE BAR .1 ALBEMARLE KINGS MOUNTAIN MINING PROJECT
Operated by:
DOES NOT MEASURE 1 INCH, FIGURE 2. 1Albemarle-Lithium
FILE NAME: Site Map_Rev 8_Silt Fencing_Linked.dwg
THE DRAWING SCALE IS ALTERED
C:\Users\elynn\SRK Consulting\NA USPR000576 Albemarle Corporation Kings Mountain 2022 Pre Feasibility Study-GIS\04 CAD\20240619_Simplified SiteMap\Site Map_Rev 8—Silt Fencing_Linked.dwg

SRK Consulting Page 3
3 Surface Water Controls
3.1 Design Objectives
The objectives of the OSF surface water management are to direct the non-contact run-on toward
the OSFs, and non-contact runoff from the OSFs into engineered channels directing flow around the
facilities to sediment control basins, which will control sediment in the runoff before releasing it to the
appropriate drainage.
3.2 Design Criteria
In alignment with Version 2.0 of the SWMP design criteria, channels and culverts will be designed to
convey the 100-yr, 24-hr storm event, while pond areas, capacities, and discharge structures will be
designed to the Erosion and Sediment Control Planning and Design Manual for North Carolina, with
an emergency spillway capable of passing the 100-yr, 24-hr storm flood.
3.3 Methodology
SRK incorporated a stormwater management approach of using runoff treatment; all disturbed areas
are managed by Sediment Control measures, consisting of sediment mitigation at the source, and
wet ponds or stormwater wetlands to manage discharges to the existing drainages.
3.3.1 Software
Hydrologic modeling was performed using the software package WinTR-55, version 1.00.10. The
TR-55 methodology using in the software was first issued by the US Department of Agriculture in
1975 to perform hydrologic analysis of small watersheds for storm water management. The WinTR-
55 software represents the integration of several updates to hydrologic methodologies and
computing capabilities since the original issue.
3.3.2 Hydrologic Methodology
The WinTR-55 software implements the methodology described in the Part 630 (Hydrology) of the
Natural Resource Conservation Service (NRCS) National Engineering Handbook, original published
in 1967 and updated continuously since then. Part 630 uses the following hydrologic methods when
predicting peak flows from storm events:
• 5-minute hyetograph Type II Storm Distribution
• Curve Number methodology for runoff volume
• Time of concentration calculated from overland, shallow concentrated, and channel flow
segments
3.3.3 Hydraulic Methodology
Using the peak flows determined by WinTR-55 as described above, the sizing and erosion protection
for the channels were designed using a tabular spreadsheet to calculate various hydraulic
parameters such as flow depth, velocity, erosive power, and hydraulic jump parameters. These
hydraulic parameters were in turn used to size channels, estimate required erosion protection, and
provide energy dissipation when necessary.
Depth of flow and average channel velocity were calculated from flow rates using Manning's
equation for normal depth.
As the values of Manning's n roughness coefficients are variable within any given channel reach,
flow velocity and flow depths were determined for low and high ranges of Manning's n values,
respectively, and used appropriately in subsequent calculations. For example, when determining
available freeboard in a channel, the high range of Manning's n was used to result in a higher
estimate of flow depth. When determining erosion protection, the low range of Manning's n was used
resulting in higher velocities.
Channel depths were assigned to achieve a minimum acceptable freeboard in the channel.
Freeboard was assumed to either be a minimum distance of 1 ft or'h of the velocity head in the
channel. The velocity head is the conversion of all the water's kinetic energy into potential energy.
Channels that are susceptible to erosion from high velocity flows will be lined with rock armoring
(riprap)to prevent erosion. The ability of riprap to resist erosive forces is determined by rock particle
DH/MS KingsMountain_SWMP_Report_Append ixE-1_OS F_USPR000576_Rev02.docx July 2024

SRK Consulting Page 4
size, which was measured according to one of three methodologies, depending on the bed slope of
the channel.
• USACE Mild Slope Method —This method was developed for slopes flatter than 2% (USACE
1994).
• USACE Steep Slope Method—This method was developed for channel beds steeper than
2% but less than 20% (USAGE 1994)the riprap D50 is determined from the D30 using the
method described in (Equation 17).
• Robinson Design of Rock Chutes— Robinson (Robinson et al 1998) developed this method
to size riprap for steep, rock lined chutes with slopes between 10% and 40%.
Culverts were sized using the HY-8 software package (FHWA, 2021).
3.4 Conceptual Channel Network
Where feasible, surface water channels will be constructed during the development of the OSFs to
divert run-on flows from undisturbed upgradient areas around the OSF perimeters to discharge
directly into the original drainages. Runoff from the OSF surfaces and perimeter road corridors will
be collected in surface water channels and directed to sediment detention ponds to control and
release runoff from the OSFs to decrease sediment loads to South Creek and Kings Creek. A
schematic of the Site-Wide Kings Mountain Flow network, including components presented in the
Version 2.0 of Kings Mountain SWMP, is shown in Figure 3-1.
Discharge from the Project facilities will be controlled through the release of impacted water at
designated points only as much as possible. Those designated points are labeled on Figure 2-1 for
the OSFs discharges presented in this Addendum as well for the other discharges associated with
the Kings Mountain Project. These discharges are also shown schematically in Figure 3-1 and are
identified in Table 3-1 below:
Table 3-1: List of Discharges to Kings and South Creek
NCG02 Primary
Discharge Discharge if
ID not adjacent Description
181 003 WSB-1 Overflow Culvert Outfall from NPI Pond M81
063 Discharge from Sediment Pond 63 Low level outlet
163 Discharge from Sediment Pond 63(Spillway)
062 Discharge from Sediment Pond 62 Low level outlet
162 Discharge from Sediment Pond 62(Spillway)
065 Discharge from Off-site Diversion Channel NC-DV6
066 Discharge from Off-site Diversion Channel NC-DV4
Discharge from Non-Contact Perimeter Channel and
067 Haul Road Channels NC-DV5 NC-H51
151 003 WSB-1 Emergency Spillway from RSF-X Collection Pond 51
161 003 WSB-1 Emergency Spillway from RSF-A Collection Pond 61
068 Discharge from Off-site Diversion Channel NC-DV61
064 Discharge from Sediment Pond 64 Low level outlet
164 Discharge from Sediment Pond 64(Spillway)
010 Discharge from Sediment Pond 1 combined Low level outlet and Spillway)
112 003 WSB-1 Overflow Culvert Outfall from Process Area Pond M12
111 003 WSB-1 Overflow Culvert Outfall from Process Area Pond M11
101 003 WSB-1 Overflow Culvert Outfall from Process Area Pond C01
102 003 WSB-1 Overflow Culvert Outfall from Process Area Pond CO2
003 Discharge Outfall from WSB-1
103 Emergency Spillway Outfall from WSB-1
Discharge outfall from Duke Substation Pad(combined Low level outlet and
004 Spillway)
DH/MS KingsMountain_SWMP_Report_Append ixE-1_OS F_USPR000576_Rev02.docx July 2024

SRK Consulting Page 5
3.4.1 OSF-1 Channel Network
OSF-1 is located adjacent to a small tributary to South Creek on the west side of the South Creek
Drainage as shown in Figure 3-2. An access road connecting the OSF-1 perimeter road to RSF-A
will allow placement of overburden in the stockpile. Discharge from the upgradient portion of this
tributary will be intercepted by Channel NC-DV6 and directed around OSF-1 to discharge into this
drainage prior to entering South Creek.
Runoff from the OSF-1 Surface will be collected in two channels adjacent to the OSF-1 perimeter,
Channel NC-P62 routing flow from the west side of OSF-1 to Sediment Pond 62 located west of the
OSF-1 Access Road, and Channel NC-63 routing flow from the East side of OSF-1 to Sediment
Pond 63 located east of the OSF-1 access road. Both sediment ponds will discharge through a
skimmer outlet to the tributary and will incorporate an emergency spillway that will also discharge to
this drainage.
Two culverts NC-Culv63 and NC-Culv64 will be required to convey flows in the unnamed tributary
under the OSF-1 Access Road prior to the tributary discharging into South Creek. A third culvert will
be required where the perimeter access ties into the RSF-A haul road and must cross over the RSF-
A perimeter Channel NC-DV5.
DH/MS KingsMountain_SWMP_Report_Append ixE-1_OS F_USPR000576_Rev02.docx July 2024

NC-DV6 6�6,,�
OVERBURDEN NOOI \`cl
STOCKPILE ACCESS ROAD
AND BATTLE ACCESS ROAD
FACILITY 1 SOUTH CREEK
O y y WATERSHED NPI GROUND ROAD AND BATTLE
162 163 WATERSHEDS WATERSHEDS GROUND ROAD BATTLE
Overtop D Pond Pumpout
ss ppm m WATERSHEDS GROUND ROAD
_ O g v —"�---PPE---PrE� WATERSHEDS
\ 31.2 gpm / = 5.7 gpm
y y y Overtop -- 9�
SED POND 62 AND 63 6 6 EXISTING 181 I � Uz M 5.9 gp� e eIBM
I a a NC-P43c 17.2 gpm
x
22 gPm e o- c1=
CULVERTS a z zmOt 81
C --�---�---�157 gpm 12.9 gpm OZIA
a
SOUTH CREEK
MULTI-PLATE ARCH y \ 7 7 gpm / vertop a'I U ti
CULVERT
6 NC-DV4&5 i lNC-CULV-P43— -os z z
a
�y PIT PERIMETER POND 73
RSF-A RUN-ON �
NC-H51 WATERSHEDS I I
bj6 O
m HAUL ROAD AND RAILROAD j Overtop
151 CORRIDOR WATERSHEDS I
° ROCK STORAGE z PIT PERIMETER POND 71
FACILITY X C-NWR51a-g PHASE 1&2 PIT ONLY
r ��y�,�� v PAG Contact Water _ I � � UNDIVERTED PIT �
o 6 NC-DV61 80 gpm —qPE� WATERSHED
—
a) 12 gpm RSF-A RUN-ON I HAUL ROAD ij KINGS CREEK
WATERSHED I +�11 WATERSHEDS of WATERSHED
Overtop I I a a
I O
RSF COLLECTION POND 52 I I = = Overtop '
OVERBURDEN z z \ ,
STOCKPILE I PIT PERIMETER POND 72 CARDIO HILL
FACILITY 3 ROCK STORAGE I AND PIT
C-NWR61a-f (REMOVED IN PIT PHASE 3) UNDIVERTED PIT
164 O FACILITY A \ 10.6 gpm / WATERSHEDS PERIMETER
overtop --�fNC-CULV-H21— WATERSHEDS
NO'H 3 pm /� /"� i 150 m Q Jco NC-P25a
P �_— N Pit Sump Pumpout a
- PPE--- ---�-- �---�---�---�E---PIPE— �---�---� �
SED POND 65 j N 9P OPEN PIT �Q
Non-Process Contact Water
i] 9P S U
y dl z
1 61 Overtop I I HAUL ROAD OVERBURDEN w
SEDIMENT POND 1 E 58 pm WATERSHEDS PIT SUMP E z z
I WATERSHEDS m N \ g / STOCKPILE m ,w>
RSF COLLECTION POND 61 = NC-CULV-H43— FACILITY 3 o x=�
wUU
I WATER z NC-P64&
so w
TREATMENT Discharge
_ Overtop(D PLANT
Flow Monitoring\ I SEDIMENT POND 1 Overtop
KMSW8 \ Pond I Kings Creek Drainage
Release
SOUTH CREEK RESERVOIR `� I
.00 I y Pond Pumpout
Flow Monitoring Pond
9P O out 112 I 29 3 g �
KMSW3 I I O I
Overtop ] ORE SORTING AREA Overtop I
y , WATERSHEDS
11 1 i POND M11 POND M12
E z"�; s I �— Pond Pumpout
LEGEND r N J I --PPE--- -PPE---RPE---PPE---PPE---fRPE PPE---PPE---IMPS---RPE---PPE--$
N R=7 III I
w U gg dt Contact Water Pipeline s Pond Pumpout yII
—PIPE-- hpE__—PPE---PPE---PIPE
---PPE---PPE--_ APE---PP I^E---P'P t� 21�1 gpm rli W Non-Contact Water Stream Pumped Flow
I[�► � Open Water -- — —� — Treated Effluent —PFE i O O
Non-Process Contact Water Stream �/ — —
Upset Condition Overtopping Flow I I Overto PROCESS AREA Overtop
Flow Monitoring Location Raw Water to Plant Use I I WATERSHEDS
W PAG Contact Water Stream O DUKE ENERGY —"� 20o yp —Plti I I I
Monitored Flow Release I PONDS C01&CO2
---PPeH_ Water Transfer Pipeline O r SUBSTATION PAD I I POND CO3
\ / CREEK Off-site Discharge —_ rRelease
s
Culvert NCG02 Discharge Location 4.t gpn 104 1 Gir,>r'
NC-H42a Non-contact Water Channel ID Flow Monitoring
Contributing Watershed KMSW7 IPE WSB-1
C-NWR61a Contact Water Channel ID KINGS CREEK WATER STORAGE BASIN 1 WATERSHED
7.8 gPm Average Annual Flow(50th percentile year) 2100 gpm
REVISIONS DESIGN:DPH REVIEWED:JO PREPARED BY: DRAWING TITLE:
REV. DESCRIPTION DATE DRAWN:DPH APPROVED:JO KINGS MOUNTAIN MINING PROJECT
A ISSUED FOR CLIENT REVIEW 06/25/2024 COORDINATE SYSTEM: mow srk consulting KINGS MOUNTAIN STORM WATER MANAGEMENT
0 ISSUED FOR PERMIT 07/03/2024
N/A PREPARED FOR: FLOWSHEET
KINGS MOUNTAIN DATE: REVISION: DRAWING NO.
�\ALBEMARLE MINING PROJECT 07PROJEC N 0
IF THE ABOVE BAR Operated by: SRK PROJECT NO.: FIGURE 3-1
DOES NOT MEASURE 1 INCH,
FILENAME:SRK Surface Water Flowsheet 03JUL2024.dwg THE DRAWING SCALE IS ALTERED Albemarle-Lithium USPR000576.1800
C:\Users\dhoekstra\SRK Consulting\NA USPR000576 Albemarle Corporation Kings Mountain 2022 Pre Feasibility Study-Internal\0300_Hydrology\Wbal Flowsheet\SRK Surface Water Flowsheet 03JUL2024.dwg

N
�'Ooo, 44kV TRANSMISSION LINE
1
PROPERTY BOUNDARY
/ j f AND 50'BUFFER
R02
IN C-P63
OSF 1 GRADING
R01
6.5Ac
\ NC-P62 RF4
RF2 RF3 1;0 Ac,�
7.3Ac/ SED 2.0Ac �0\\��
1 POND _ SED
62 POND
EL: 915.203jI �-
t000- NC-DV6 /�j�
i
\
EL:918.70' �— v
NC-Culv63
_ ( NC-Culv64
PROPERTY BOUNDARY
AND 50'BUFFER /�
HAUL ROAD TO� / � � NC-CuIvP62
V A \ \ RSF-A,/,/
LEGEND
O ZOO 40O DESIGN:DH/GH REVIEWED:GH/DH PREPARED BY: DRAWING TITLE:
RUNOFF CATCHMENT DRAWN:BK/GH APPROVED:DH mow co n s u I ti n g OSF 1 HYDROLOGIC MAP
RUNON CATCHMENT FEET COORDINATE SYSTEM:
NC83F PROJECT:
FLOW DIRECTION
DATE: REVISION: DRAWING NO..
WETLANDS BUFFER AREA 7/2/2024 0
• 44kV TRANSMISSION LINE DOES Nor ABOVE
e suRBARwcH, ALBEMARLE KINGS MOUNTAIN G I
SRK PROJECT NO.: FIGURE 3.2
THE DRAWING SCALE IS ALTERED USPR000576
C:\Users\elynn\SRK Consulting\NA USPR000576 Albemarle Corporation Kings Mountain 2022 Pre Feasibility Study-0300_Hydrology\_SSP hydrology\040_Drafting\SingleTask\Working\GH\xUSPR0576_stm01_catchments_GH.dwg

SRK Consulting Page 8
3.4.2 OSF-2 Channel Network
OSF-2 is located south of the north NPI area and north of Sediment Pond 1, with Haul Road H41 to
the east and the railroad spur wrapping around the south and west sides of the OSF as shown in
Figure 3-3. Run-on to the facility is limited due to existing topography and diversion channels
associated with the NPI area and haul roads. Runoff from the OSF-2 Surface will be collected in two
channels adjacent to the OSF-2 perimeter; Channel NC-P64 will route flow from the west side of
OSF-2 to Sediment Pond 1 and Channel NC-P65 will route flow from the East side of OSF-2 to
Sediment Pond 1. Sediment Pond 1 is described in Version 2.0 of the SWMP and discharges
through a skimmer outlet to Kings Creek. OSF-2 will not increase the contributing area to Sediment
Pond 1 significantly, nor are peak flows expected to increase as the facility will be immediately
reclaimed to natural vegetation conditions immediately after placement for the life of mine.
Two culverts NC-Cult'68 and NC-Cult' H41 will be required to convey flows in the OSF-2 Perimeter
channel P65 and the Truck Shop Haul Road channel H41 where the perimeter access road ties into
the Truck Shop haul road.
DH/MS KingsMountain_SWMP_Report_Append ixE-1_OS F_USPR000576_Rev02.docx July 2024

-� N
J�� J mil, /J�1 �\ \�\�� ��✓ems y'� ///j !I
4
NC-CULV H41
\ U NC-P65
� � � � � � � 1 � � � � L , �\ �71� � ��� _ � ,�� //fl �✓� ;, /_ /ice /
HAULAGE ACCESS
I
OSF 2 G IN
L /
Pj
1
C� RF1 X SED POND '
t 26.5 Ac
1 { r s a RF3 64
3.4 Ac
Qj
TOE OF GAS LINE
I
RE-ROUTE ROAD
_ ✓ � / A� /� /�i- � 1 _�� FILL SLOPE � �
i � > _ a ✓
GAS LINE RE-ROUTE
NC P64 - -n GRADE TO DRAIN TO
� SED POND 64
II
LEGEND
DESIGN:DH/GH REVIEWED:GH/DH PREPARED BY: DRAWING TITLE:
RUNOFF CATCHMENT DRAWN:BK/GH APPROVED:DH mowsrk consulting OSF 2
FLOW DIRECTION COORDINATE SYSTEM: HYDROLOGIC AND CHANNEL LAYOUT
CULVERT NC83F PROJECT:
0 150 3OO DATE: I REVISION: DRAWING NO
07/02/2024 0
IF THE ABOVE BAR ALBEMARLE KINGS MOUNTAIN FIGURE 3-3
DOES NOT MEASURE 1 INCH, rRKOJECT NO.:
FEET THE DRAWING SCALE IS ALTERED R000576
C:\Users\elynn\SRK Consulting\NA USPR000576 Albemarle Corporation Kings Mountain 2022 Pre Feasibility Study-0300_Hydrology\_SSP hydrology\040_Drafting\SingleTask\Working\EL\xUSPR0576_stm01_catchments_GH_EL2BAK.DWG

SRK Consulting Page 10
3.4.3 OSF-3 Channel Network
OSF-3 is located adjacent to a small tributary to South Creek on the west side of the South Creek
Drainage immediately upstream of South Creek Reservoir. An access road connecting the OSF-3
perimeter road to RSF-A will allow placement of overburden in the stockpile. The stockpile is also
bisected by the easement for a proposed municipal gravity sewer line and an access road and 50ft
offset from this line is maintained by the surface water infrastructure. Discharge from the upgradient
portion of this watershed will be collected by the OSF-3 channel network, as will runoff from the
OSF-1 surface and perimeter road corridor. Four channels (NC-P66, NC-P67, NC-P68, and NC-P69)
will be developed around the perimeter of OSF-3 and on either side of the easement and convey
flow to Sediment Pond 64 located south and east of the RSF-A contact water collection pond and the
discharge of the RSF-A non-contact diversion channel into the tributary. The sediment pond will
discharge through a skimmer outlet to the tributary and will incorporate an emergency spillway that
will also discharge to this drainage.
Three culverts will be required in the channel network, NC-Culv65 to convey flows under the gravity
sewer access road, NC-Culv-66 to convey flows under the OSF-3 access road, and NC-Culv67 to
convey flows in the RSF-A non-contact diversion channel NC-61 that is crossed by the OSF-3
access road.
DH/MS KingsMountain_SWMP_Report_Append ixE-1_OS F_USPR000576_Rev02.docx July 2024

D.P.
D.P. 068 D.P. — WETLANDS BOUNDARY
N
161 — 064
WETLANDS ,
/f ER D.P. 50'BUFF
164
SED POND 64
OSF 3 GRADING
Z�✓ �J J % // ////� , // /% /
NC-CuIvP63- NC P69
NC- 63
y
v RF2
HAUL ROAD TO RF1 / �..
RSF-A 6 Ac i 1.9 Ac
NC-Culv66-
NC-Culv65, RF3 4.5 Ac
s /. •� /��
.w —0.7AC
NC-P68:, f / ,-:r 32'ACCESS ROAD
V s- /.. .• EASEMENT
:. .: ' :........ .'•.� .. ASE i
PERTY
BOUNDARY RF4
AND 50'BU DER - 1.1 Ac-
� 50'GRAVITY SEWER LINE
EASEMENT
1 8Ac�
R02
1.6 AC °, �� �, / //� PROPERTY BOUNDARY
NC-P66A
\\ 1 OSF 3 GRADING
LEGEND 0 100 200
RUNOFF CATCHMENT DESIGN:DH/GH REVIEWED:GH/DH PREPARED BY: DRAWING TITLE:
RUNON CATCHMENT DRAWN:BK/GH APPROVED:DH srk consulting OSF 3
FEET COORDINATE SYSTEM: MOM HYDROLOGIC AND CHANNEL NETWORK
FLOW DIRECTION NC83F
PROJECT:
0 WETLANDS BUFFER AREA DATE: REVISION: DRAWING No..
D.P. NPDES DISCHARGE POINT 07/02/2024 0
oos IF THE ABOVE BAR ALBEMARLE KINGS MOUNTAIN /'�' I
DOES NOT MEASURE 1 INCH, SRK PROJECT NO.: F I G U RE 3.4
THE DRAWING SCALE IS ALTERED USPR000576
C:\Users\elynn\SRK Consulting\NA USPR000576 Albemarle Corporation Kings Mountain 2022 Pre Feasibility Study-0300_Hydrology\_SSP hydrology\040_Drafting\SingleTask\xUSPR0576_OSF1_OSF3_HnH Figures.dwg

SRK Consulting Page 12
3.5 Design of Surface Water Controls
3.5.1 Channel Design
All channels were designed to safely convey the peak flow from the 100-year, 24-hour storm event
from the maximum area that will contribute to them.
The WinTR-55 model described in Section 3.3.1 was used to determine design peak flows for all
channels identified in the conceptual streamflow network. These calculated flows, flow depths and
channel velocities were examined to iteratively adjust channel dimensions to arrive at acceptable
hydraulic conditions.
Non-contact channels will collect and convey runoff from disturbed and undisturbed natural ground
to sediment ponds. Dimensions and calculated hydraulic parameters for non-contact water channels
are shown in Table 3-2.
3.6 Permanent Sedimentation Control Ponds
Surface runoff from the non-contact OSFs in the South Creek and Kings Creek watersheds will be
collected and routed to the sediment control ponds. There are three (3)sediment control ponds
added as part of this addendum, Sediment Ponds 62 and 63 for OSF-1 and Sediment Pond 64 for
OSF-3. OSF-2 will direct flows to Sediment Pond 1, defined version 2.0 of the SWMP, which
collected runoff from the undisturbed runoff from the watersheds now occupied by OSF-2. Table 3-2
presents a summary of the sediment ponds with their main characteristics. According to the North
Carolina Sediment and Erosion Control Manual (2013), sediment basins (ponds)the following design
criteria applies:
• The minimum basin volume to be determined based on 1,800 ft3 of storage per acre of disturbed
land.
• The minimum surface area to be determined based on the following relationship:
A =0.01xQ
Where:
A = Surface area, acre
Q= peak inflow rate, cubic feet per second (cfs)
As per the North Carolina Mining Manual: "In the Coastal Plain and Piedmont regions, the above
equation has been shown to provide a trapping efficiency of 75% or greater for the 40 micron
particle"
• As a minimum, design the combined spillway system for the sediment basin to be capable of
passing the 25-year storm event for the total drainage area.
Sediment Pond 62 and 63 will receive runoff from up to 9.3 acres and 30.6 acres of disturbed land
respectively, which includes haul roads and overburden stockpile areas. The location of the ponds
are shown in Figure 2-1. The Sediment Ponds will be configured as skimmer ponds with a riprap
weir emergency spillway.
Sediment Pond 64 (see Figure 3-4)will receive runoff from 13.3 acres of disturbed land respectively,
which includes haul roads and overburden stockpile areas. The location of the pond is shown in
Figure 2-1. The Sediment Pond will be configured as a skimmer pond with a riprap weir emergency
spillway.
Sediment Pond 1 was developed as part of version 2.0 of the SWMP and will not require
modification. Sediment Pond 1 was designed as a skimmer pond with a culvert outlet emergency
spillway.
The sediment ponds will discharge through skimmer outlets for flood events up to the 25-yr storm,
and from a combination of the skimmer outlets and emergency spillways above that. Discharges
from the three sediment ponds developed for this addendum will be diffused and discharged into
tributaries of South Creek.
DH/MS KingsMountain_SWMP_Report_Append ixE-1_OS F_USPR000576_Rev02.docx July 2024

SRK Consulting Page 13
Table 3-2: Channel Dimensions and Erosion Protection
Depth Bottom Sideslope Bed Slope D50
Channel ID ft Width ft xH:1V ft/ft Revetement in
NC-P62 Steep 2 8 2 0.085 Riprap 10
NC-P62 Mod 2 8 2 0.049 Riprap 8
NC-P62 Low 2 12 2 0.01 Grass-lined
NC-P63 Steep 2 12 2 0.084 Riprap 10
NC-P63 Mod 2 12 2 0.061 Riprap 12
NC-P63 Low 2.5 12 2 0.01 Grass-lined
NC-P64 Steep 2.5 12 2 0.166 Riprap 16
NC-P64 Mod 2.5 12 2 0.059 Riprap 14
NC-P64 Low 3 12 2 0.01 Grass-lined
NC-P65 Steep1 2 10 2 0.136 Riprap 14
NC-P65 Steep2 2 10 2 0.086 Riprap 10
NC-P65 Mod 2 10 2 0.036 Ri ra 6
NC-P65 Low 2.5 10 2 0.01 Grass-lined
NC-P66a Steep 2 8 2 0.062 Ri ra 6
NC-P66a Mod 2 8 2 0.031 Ri ra 6
NC-P66a Low 2 8 2 0.0081 Grass-lined
NC-P67 2 0 2 0.052 Grass-lined
NC-P68 Steep 2 0 2 0.09 Riprap 9
NC-P68 Mod 2 0 2 0.045 Grass-lined
NC-P69 Steep 2 8 2 0.117 Riprap 9
NC-P69 Mod 2 8 2 0.069 Ri ra 8
NC-P69 Low 2 8 2 0.017 Grass-lined
NC-P66b Steep 2 8 2 0.081 Ri ra 10
NC-P66b Mod 2 8 2 0.031 Ri ra 6
NC-P66b Low 2 8 2 0.02 Grass-lined
NC-DV6 Mod 4 0 2 0.044 Ri ra 12
NC-DV6 Low 5 0 2 0.008 Grass-lined
4 Conclusions
Addendum 2.1 to the April 2024 Version 2.0 SWMP has been prepared to support the addition of the
three OSFs and is summarized in this document. It can be concluded that:
• The addition of the OSFs to the SWMP will add non-contact water that will require diversion
and conveyance channels, but will not add water to the mine water management system that
is routed to WSB-1.
• The addition of the revegetated OSFs will produce runoff behavior and quantities very
similar to the existing topography and will not significantly change the quantity of runoff
produced by the non-contact water diversion systems.
• Sediment control measures will be in place before any soil disturbance occurs and will
consist of BMPs for construction water discharges and Skimmer Sediment Ponds to control
runoff during operations.
• The Project requires approximately 4000 ft of unlined non-contact water channels.
• The Project requires about approximately 8150 of riprap lined contact water channels.
• The Project requires three (3) new sediment control pond and will utilize the previously
described Sediment Pond 1.
DH/MS KingsMountain_SWMP_Report_AppendixE-1_OSF_USPR000576_Rev02.docx July 2024

SRK Consulting Page 14
This SWMP document is intended to be a living document, with associated components, strategies,
and criteria added to or replaced in the SWMP as part of the adaptive management plan being
implemented at the site and will be added as addendums to the current version of the SWMP
document. This Addendum is the first addendum to the April 2024 version 2.0 of the SWMP and
should be considered along with that document as well as all subsequent Addendums to version 2.0
of the SWMP.
DH/MS KingsMountain_SWMP_Report_Append ixE-1_OS F_USPR000576_Rev02.docx July 2024

Erosion and Sediment Control Plan
Addendum 2. 1
Kings Mountain Mining Project
Report Date: June 25, 2024
Report Prepared for
A ALBEMARLE'
Albemarle Corporation
4250 Congress Street
Charlotte, NC 28209
Report Prepared by
=%*opff srk consulting
SRK Consulting (U.S.), Inc.
999 171h Street, Suite 400
Denver, CO 80202
SRK Project Number: USPR000576
Albemarle Document Number: KM60-EN-RP-9052
North Carolina Firm License Number: C-5030
Author:
David Hoekstra, BS, PE, NCEES, SME-RM, Principal Consultant
Reviewed by:
Gary Hurban, M.S., PE, Principal Consultant

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page ii
Table of Contents
1 Project Description...................................................................................................... 1
1.1 Site Description...................................................................................................................................1
1.2 Property History ..................................................................................................................................3
1.3 Project Overview.................................................................................................................................3
1.3.1 Adjacent Properties.................................................................................................................4
1.3.2 Existing Drainage System.......................................................................................................6
1.4 Soils 6
MapUnit Legend ............................................................................................................... 8
2 Site Development Plan ................................................................................................ 9
3 Construction Schedule.............................................................................................. 11
4 Planned Erosion and Sedimentation Control Practices ......................................... 12
4.1 Permanent Development and Operational Stage Practices.............................................................12
4.1.1 Permanent Sediment Control Ponds.....................................................................................12
4.1.2 Sediment Control Pond 1 (Skimmer Sediment Basin-Practice 6.64)....................................13
4.1.3 Sediment Control Ponds 62 and 63 (Skimmer Sediment Basin-Practice 6.64)....................13
4.1.4 Sediment Control Pond 64 (Skimmer Sediment Basin-Practice 6.64)..................................13
4.1.5 Permanent Grass-Lined Channels (Practice 6.21 and Practice 6.30)..................................13
4.1.6 Permanent Riprap-Lined Channels (Practice 6.21 and Practice 6.31).................................13
4.1.7 Permanent Outlet Protection Level Spreader (Practice 6.40)...............................................14
4.1.8 Operational Dust Control (Practice 6.84)..............................................................................14
4.1.9 Permanent Revegetation Practices.......................................................................................14
4.1.10 Closure Surface Grading (Practice 6.02)..............................................................................14
4.1.11 Closure Surface Topsoiling, Roughening, and Revegetation (Practices 6.04, 6.03, and 6.11)
14
5 Maintenance Plan....................................................................................................... 15
6 Detail Drawings and Specifications for Practices Specified.................................. 16
7 Vegetation Plan.......................................................................................................... 17
8 Supporting Calculations............................................................................................ 18
9 Financial Responsibility/Ownership Form......................Error! Bookmark not defined.
10 Checklist............................................................................Error! Bookmark not defined.
11 References.................................................................................................................. 19
Disclaimer........................................................................................................................ 20
Copyright ......................................................................................................................... 20
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page iii
List of Tables
Table 4.1: Summary of Sediment Ponds Characteristics.................................................................................13
Table 7.1: Preliminary Seed Mix Composition and Schedule ..........................................................................17
List of Figures
Figure1-1: Location Map....................................................................................................................................2
Figure 1-2: Stream Network and Adjacent Properties........................................................................................5
Figure1-3: Soil Survey Map...............................................................................................................................7
Figure 1-4: Soil Survey Map Legend..................................................................................................................8
Figure2-1: Site Location Map ..........................................................................................................................10
Figure 6-1: Skimmer and Riser Sediment Basin with Permanent Wet Pond .... Error! Bookmark not defined.
Figure 6-2: Section through Sediment Pond 1 .................................................. Error! Bookmark not defined.
Figure 6-3: Section through Sediment Pond 62 ................................................ Error! Bookmark not defined.
Figure 6-4: Section through Sediment Pond 63 ................................................ Error! Bookmark not defined.
Figure 6-5: Section through Sediment Pond 64 ................................................ Error! Bookmark not defined.
Figure 6-6: Typical Riprap Channel Cross Section ........................................... Error! Bookmark not defined.
Figure 6-7: Outlet Stabilization Structure........................................................... Error! Bookmark not defined.
Appendices
Appendix E-1A: Runoff Estimation for the Kings Mountain Mining Project
Appendix El-B: Channel Design for the Kings Mountain Mining Project
Appendix El-C: Sediment Pond Designs
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SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page iv
List of Abbreviations
The US System for weights and units has been used throughout this report. Tons are reported in short
tons of 2,000 lbs. All currency is in U.S. dollars (US$) unless otherwise stated.
Abbreviation Unit or Term
AOI area of interest
° degree(degrees)
dia. diameter
ECP erosion and sediment control plan
ft foot feet
ft2 square foot feet
ft3 cubic foot feet
al gallon
m gallons per minute
HAV horizontal to 1 vertical
HDPE high density of eth lene
lb pound
LI li ht industrial
LoM life-of-mine
MSHA Mine Safety and Health Administration
PAG potentially acid generating
% percent
PFS prefeasibility stud
PMP probable maximum precipitation
PMF probable maximum flood
RoM run-of-mine
sec second
sed pond Sedimentation Pond
SG specific gravity
SR suburban residential
t/d tons per day
t/Y tons per year
Tailings finely ground waste rock from which valuable minerals or metals
have been extracted.
TSF tailings storage facility
TSP total sus ended particulates
m micron or microns
WSB water storage basin
year
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 1
1 Project Description
The Kings Mountain Mining Project(the Project) is a legacy open pit lithium mining operation located
in the city of Kings Mountain, North Carolina, in the southeastern United States.The Project is a lithium
pegmatite deposit being investigated for redevelopment by Albemarle Corporation (Albemarle)as part
of a prefeasibility-level analysis. Albemarle commissioned SRK Consulting (U.S.), Inc. (SRK) to
develop prefeasibility-level (evaluate and Select phases, per Albemarle's internal conventions)
designs for an expansion of the existing pit, waste rock management, water management, and
ancillary infrastructure to aid Albemarle in making informed decisions concerning advancement of the
Project.
As part of this study, SRK is developing a prefeasibility study surface water design of stormwater
management controls to divert clean, non-contact water around the facilities. At the same time, the
design intercepts waters that have encountered mining activities and routes them to monitoring or
treatment facilities prior to discharge into the existing natural drainage system.
The Surface Water Management Plan (SWMP) for the project is expected to be a living document,
and as such will include occasional addendums to address modifications to the SWMP that do not
warrant a complete revision of the original SWMP. The current SWMP for the project is Version 2.0
and this document is Addendum 2.1, representing the first addendum to SWMP Version 2.0.
1.1 Site Description
Situated in Cleveland County, the mine is approximately 35 miles west of Charlotte, North Carolina.
Located amidst rolling hills of the Piedmont Plateau, the Project is in a rural setting within the city of
Kings Mountain. The mine site covers a significant area of land, which includes both the proposed
extraction areas and associated processing infrastructure. Figure 1.1 shows the location of the mine.
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 2
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Figure 1-1: Location Map
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 3
1.2 Property History
The following summary highlights the history of the site, compiled from records available to SRK:
• Mining started in 1883 with the discovery of cassiterite, a tin-bearing mineral, within the
outcropping pegmatites.
• Subsequently, open pit mining for tin occurred sporadically between 1903 and 1937 (Horton
and Butler, 1988).
• Between 1943 and 1945, under the sponsorship of the U.S. government, Solvay established
a processing plant and mined for spodumene from the outcropping pegmatites(Garrett,2004).
• In the early 1950s, Foote Mineral Company (Foote), a subsidiary of Newmont Mining
Corporation, purchased the property and began open pit mining (assumed at the beginning of
1955) and extracting lithium from the spodumene.
• In 1993, exploration and mining operations ceased when the open pit bottom reached
approximately 660 feet(ft) above mean sea level (amsl).
• In early 1994, an open pit lake started to form due to rebounding groundwater, and the pit lake
reached an elevation of 818.67 ft amsl (as of November 2023).
• During the groundwater recovery period (1994 to present), water was sporadically pumped
from Kings Mountain pit lake to a nearby quarry (Martin Marietta)to support quarry operation.
• Albemarle acquired the site in 2015, resuming exploration and mine development activities.
1.3 Project Overview
The Project ore deposit is a lithium-bearing rare-metal pegmatite intrusion that has penetrated along
the Kings Mountain shear zone, a regional structural feature known to host multiple lithium-bearing
pegmatites along its trend. The pegmatite field at Kings Mountain is approximately 1,500 ft wide at its
widest point in the legacy pit area and narrows to approximately 400 to 500 ft in width at its narrowest
point south of the legacy pit. The field has a lithium mineralization strike length of approximately
7,500 ft and is predominantly contained in the mineral spodumene. The spodumene pegmatite bodies
exhibit a texture-based variation in lithium grade, spodumene grain size, mineral alteration, and rock
hardness.
After dewatering the legacy pit, the lithium deposit is to be mined using conventional open pit mining
techniques. Overburden soils associated with pre-mining activities and foundation preparation will be
removed and stockpiled in the Overburden Stockpile Facilities (OSF). Blasting will fragment the ore
and waste rock where it will be loaded and hauled to either the processing facilities (ore) or the rock
storage facilities (RSF) (overburden). The current plan includes mining in the existing pit and
expanding the pit to the southwest. Ore will be drilled, blasted, loaded, and transported by haul truck
to a new processing plant at a rate of approximately 2.98 million tons per annum of ore (approximately
8,150 tons per day) and processed to produce 380 to 420 thousand tons per annum of spodumene
concentrate. The concentrate will be filtered to approximately 11 percent (%) moisture by weight and
transported off-site for further refinement into lithium hydroxide monohydrate at a separate facility.
Tailings from the spodumene concentrate process will be filtered to approximately 10% to 15%
moisture content by weight and transported off-site to a nearby facility for disposal. A portion of the
waste rock with economic value as aggregate will also be transported off-site for sale.
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 4
1.3.1 Adjacent Properties
The natural drainage network near the Project is heavily influenced by legacy and active mining
activities. Land use in the area is a mix of suburban residential(SR)and light industrial (LI).The Project
area is bounded by Battleground Avenue to the north, Tin Mine Road to the west, Church and York
roads to the south and east, and Cardio Hill (a legacy RSF) to the northeast. Properties to the north
and east of the Project site are typically residential along Tin Mine Road and Battleground Avenue,
while the Martin Marietta Kings Mountain quarry bounds the Project area to the east and southeast.
The Project area is bisected by Interstate Highway 85 (185), passing northeast to southwest to the
property, with most Project construction activities occurring north of the highway. Commercial
properties are located south of 185 and north of Water Storage Basin (WSB)-1, a remnant from
previous mining activities. The southern edge of the property is bounded by York Road and Galilee
Church Road, with residential and commercial properties along these roads. South of Galilee Church
Road lies the Kings Mountain Number One Lake. Figure 1.2 shows these features.
MH/DH April 2024

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SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 6
1.3.2 Existing Drainage System
The Project areas include two major drainages: Kings Creek passing from the northeast to the
southwest of the Project and South Creek, which forms within the northwestern portion of the Project
area and joins with Kings Creek north of 185. The Project area includes a number of constructed water
bodies remaining from previous mining activities, including the Kings Mountain pit lake(a closed water
body in the legacy Kings Mountain open pit), the South Creek reservoir (a reservoir constructed
adjacent to the legacy mine tailings facility), and WSB-1 (a shallow water body formed by the remnants
of a legacy mine tailings facility).
South Creek flows along the west side of the Project area before entering the South Creek reservoir.
The spillway from the South Creek reservoir is two 32-inch-diameter culverts that discharge into a
rock-lined downchute that routes flow to the confluence with Kings Creek.
The closed depression formed by the existing tailings facility (also known as Foote Mineral Tailings
Pond) has no overland outlet, but increased groundwater contributions to South Creek are observed
in the vicinity of the tailing's embankment.
Kings Creek is intercepted upstream of the Project area by the Martin Marietta quarry, and most flow
in Kings Creek is the result of pumping from the existing Martin Marietta quarry (also known as Kings
Mountain Mica Company Lake) into Kings Creek. The pumping system was recently upgraded to
2,500 gallons per minute (gpm). Kings Creek passes to the south of the existing Kings Mountain pit in
a steep ravine and is routed under the Albemarle research building through an existing 4-ft-diameter
culvert. Downstream of the culvert, Kings Creek joins with the discharge from the South Creek
reservoir before crossing under 185 through three 7-ft x 10-ft concrete box culverts. Flowing to the
southwest, Kings Creek joins with the discharge from WSB-1 before flowing off the Project area to the
southwest.
There are numerous small ponds in the Project area; the most significant is Pond#1, centrally located,
which intercepts runoff from the area before intermittently discharging to Kings Creek. Figure 1.2
shows the stream network.
1.4 Soils
Soil mapping provided by the United States Department of Agriculture — Natural Resources
Conservation Service (USDA NRCS) (2023) indicates that the soil composition in the Kings Mountain
area is characterized by a mixture of loamy and clayey soils with varying degrees of organic matter
content, gravels, and sands. Figure 1.3 shows the soil unit mapping, with the map legend included as
Figure 1.4. Within the area of interest, the soil mapping indicates approximately 50% of the soil is
represented by two soil types: 24% of the area of interest (AO1) is the Madison-Bethlehem complex,
and 25% of the AO1 is the Uwharrie silt loam. Both the Madison and Uwharrie soils are classified as
Hydrologic Soil Group B, while the Bethlehem soil unit is Hydrologic Soil Group C.
MH/DH April 2024

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SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template-Kings Mountain Page 8
MAP LEGEND MAP INFORMATION
Area of Ini1erest(AOI) Spoil Area The soil surveys that comprise your ADl were mapped at
0 Area at Interest(AOI) 1:24 X0.
� �°"'� ot Map Unit Legend
s01lsIM very Stony spot Please rely on the bar scale on each rnap sheet far map
0 Sail Map Unit Polygons measurements. Map Unit Map Unit Name Acreage in Percentage
r.o Sail Map Unit Lines Symbol
Cecil sandy clay loam,2%to 8%slopes,moderately
Wet Spot bol AOI(acres(ac)) of AOI
Other Source of Map: Natural Resources Conservation Service eroded 18.2 0.8
Sail Map Unit Points Web Soil Survey URL: ° °
/°
�. Special Line Features ChA Chewacla loam,0/°to 2 slopes,frequently flooded 37.2 1.7
Special Point Features Coordinate System: Web Mercator(EPSG:3657) DAM Dam 31.1 1.4-
VO
Blowout Yhrter Features GrD Grover gravelly sandy loam, 15%to 30%slopes,rocky 44.2 2.0
Borrow Pit Streams and Canals Maps from the Web Soil Survey are based on the Web Mercator HhB Hulett gravelly sandy loam,2%to 8%slopes 10.1 0.5
projection,which preserves direction and shape but distorts
Transportation HtC Hulett gravelly sandy loam,8%to 15%slopes,stony 28.6 1.3
X distance and area_A projection that preserves area,such as the
Clay SW Rails Albers equal-area conic projection,should be used if more Madison-Bethlehem complex,2%to 8%slopes,stony,
� P ] MbB2 179.0 8.2
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Closed Depression accurate calculations of distance or area are required. moderate) eroded
Interstate Highways very Madison-Bethlehem complex,8%to 15%slopes,ve
McC2 100.9 4.6
Gravel pit US Rolfes stony,moderate) eroded
This product is generated from the USDA-MRCS certifies data a- Madison-Bethlehem-Urban land complex,2%to 8%
Gravelly Spat M3JOr Roads of the version date(s)listed below. MnB slopes 252.5 11.5
tyi Landfill MoE Montonia very channery silt loam,25%to 60%slopes, 1.8 0.1
Local toads
Soil SunreyArea: Cleveland County,North Carolina very stony
Lava Flow Background Survey Area Data. Version 26,Sep S, 2022 Pw Pits,quarry 105.7 4.8
Marsh or swamp Aerial Photography TaB Tatum-Montonia complex,2%to 8%slopes 19.4 0.9
Sail map snits are labeled(as space allows)for map scales TaC Tatum-Montonia complex,8%to 15%slopes 13.1 0.6
4* Mine or Ouarry 1:50,000 or larger_ TaD Tatum-Montonia complex, 15%to 30%slopes 55.2 2.5
Miscellaneous Water UdC Udorthents,loamy,0%to 15%slopes 652.7 29.7
Date(s)aerial images were photographed: Apr 22,2022-May UtB Uwharrie silt loam,2%to 8%slopes 120.9 5.5
0 Perennial Water 10, 2022 Uwharrie silty clay loam,2%to 8%slopes,moderately
UuB2 eroded 178.E 8.1
Rock Outcrop
The orthophoto or other base map on which the soil lines were UvC Uwharrie-Tatum complex,8%to 15%slopes 146.1 6.7
Saline Spot compiled and digitized probably differs from the background UwC2 Uwharrie-Tatum complex,8%to 15%slopes, 90.9 4.1
imagery displayed on these maps_As a result,some minor moderate) eroded
_'• sandy Spat shifting of map unit boundaries may be evident_ UxB Uwharrie-Urban land,2%to 8%slopes 9.8 0.4
Severely Eroded Spot W Water 99.4 4.5
Sinkhole Totals for Area of Interest 2,195.4 100.0
Slide or Slip
Sodic Spot
Source:USDA NRCS,2023
Figure 1-4: Soil Survey Map Legend
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SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 9
2 Site Development Plan
Figure 2.1 shows the Kings Mountain Lithium Mine site development plan and shows facilities
addressed in Version 2.0 SWMP (April 2024) and included in the associated Erosion control plan that
are expected to be constructed by the end of Mine Year 8.
The existing pit and pit lake are in the northeast corner of the site. The ultimate (Phase 1) open pit
outline is shown in the northeast area of the Project. Haul roads are shown connecting the pit to the
RSFs; RSF-X, located south-centrally for potentially acid generating(PAG)waste, and RSF-A, located
in the southwest for non-PAG (NAG) waste. All PAG waste will be re-mined and used as pit backfill
during reclamation and closure. The haul roads will also connect to the non-processing infrastructure
(NPI), located in the northwest portion of the site, and the ore sorting area and the ore stockpiles,
located on the east side of the Project just north of 185.
A bridge over 1-85 will connect the ore stockpile area to the processing area, located immediately south
of 1-85. WSB-1 will be constructed by restoring WSB-1 in the far southern portion of the Project area.
WSB-1 will collect all contact water produced within the Project area before being discharged from the
site.
Linear infrastructure, such as access roads, haul roads, railroads, pipelines, water management
ponds, and diversion channels, are located throughout the site, as needed. Facility expansion will
occur over the life-of-mine, but, where feasible, surface water features will be constructed to address
the final configuration.
This addendum Version 2.1 addresses the addition of three overburden stockpiles (OSF-1,2, and 3)
and their ancillary surface water management infrastructure. OSF-1 located north of RSF-A in a
watershed contributing to South Creek, OSF-2 immediately west of the Pit Haul Roads in a watershed
primarily contributing to Kings Creek, and OSF-3 located immediately south of RSF-A in a watershed
contributing to South Creek.
MH/DH April 2024

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REVISIONS DESIGN:EL/JO REVIEWED:DPH PREPARED BY: DRAWING TITLE: ISSUE:
REV. DESCRIPTION DATE DRAWN:EL APPROVED:JO SITE LOCATION MAP WITH TEMPORARY
0 ISSUED FOR PERMITTING 07/02/2024 Srk consultingDATE:
COORDINATE SYSTEM: SURFACE WATER MANAGEMENT AND
7/2/2024
NC83F PREPARED FOR: SEDIMENT CONTROL FEATURES SRK PROJECT NO.: REVISION:
PROJECT: USPR576.800 0
0 250 500 1000 KINGS MOUNTAIN
MINING PROJECT DRAWING NO.
FEET IF THE ABOVE BAR .1 ALBEMARLE KINGS MOUNTAIN MINING PROJECT
Operated by:
DOES NOT MEASURE 1 INCH, FIGURE 2. 1Albemarle-Lithium
FILE NAME: Site Map_Rev 8_Silt Fencing_Linked.dwg
THE DRAWING SCALE IS ALTERED
C:\Users\elynn\SRK Consulting\NA USPR000576 Albemarle Corporation Kings Mountain 2022 Pre Feasibility Study-GIS\04 CAD\20240619_Simplified SiteMap\Site Map_Rev 8—Silt Fencing_Linked.dwg

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 11
3 Construction Schedule
Construction at the Project will be significant and are still in the feasibility stage when this ECP was
developed. The individual stages of the Project are described in the Kings Mountain surface water
management plan version 2.0 at the time this document was prepared (SWMP) (SRK, 2024) and are
summarized below:
• Stage A: Early Works and Pre-Development: Construction activities that are planned prior to
the start of mine development
• Stage B: Development: Construction activities that are planned during mining but prior to
lithium production
• Stage C: Mining: phased development of the pit that will take place during active mining
• Stage D: Closure: closure activities that will commence upon the completion of lithium
production
Individual ECPs for the various facilities of the mine have or will be provided as the necessary
information is developed. This document addresses the ECP for the construction of the OSFs during
Stage B, which will be required prior to the development of the RSFs and subsequent mine
development.
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 12
4 Planned Erosion and Sedimentation Control
Practices
Sediment and erosion control practices will be implemented at the site for OSFs as they are developed
during Stage B of the Project. The sediment and erosion control features, including the non-contact
discharge structures around the OSFs will be permanent and will remain after the Project enters the
post-closure phase. Other features, such as the sediment control basins and outlet works associated
with discharges from the OSFs,will be in use during the operational period of the mine, approximately
10 years when the development stage is included. Permanent and operational features of the ECP for
the OSFs will be implemented as they are constructed during the development phases of the Project
and are described in detail below. Additional temporary practices are recommended for the individual
components as necessary during their initial construction until vegetation has been established.
• Removal and stockpiling of growth media within the footprint of the OSFs and associated
infrastructure
• Installation of silt fences at the toe of any fill slope until vegetation has been established
• Stabilization and revegetation of the slopes and grading associated with native ground
• Temporary sediment controls at the outlet of the sediment ponds until the outlet structures are
completed
Specific practices numbers identified in the erosion and sediment control practices reference the North
Carolina Erosion and Sediment Control Planning and Design Manual (NCCCC) (2013), Chapter 6,
Practice Standards and Specifications.
4.1 Permanent Development and Operational Stage Practices
During the development stage of the Project, surface water management structures will be developed
to control flows and sediment during the life of the Project (operational) or during operations and
through the post-closure (permanent). These controls are shown in the surface water features
drawings include with version 2.1 of the SWMP that this document is supporting. Temporary controls
will be removed or reconfigured once they have been supplanted by the operational or permanent
surface water controls. Figure 2-1 above shows silt fence locations recommended for temporary
sediment control practices required until more permanent controls are implemented. Appendix E-1A
includes supporting calculations for the erosion control measures.
Discharge from the OSF facilities will be controlled through the release of impacted water at designated
points only as much as possible. Those designated points are labeled on Figure 2-1 for the OSFs
discharges presented in this Addendum, as well for the other discharges associated with the Kings
Mountain Project.
4.1.1 Permanent Sediment Control Ponds
Permanent sediment basins are designed to serve areas larger than 5 ac and remain in function for
longer than 1 year. Three permanent sediment ponds (Sediment Ponds 62, 63, and 64) are required
for the development of the OSFs during the Project. The Sediment Ponds will receive non-contact
water from the disturbed and undisturbed natural soils and runoff from the overburden material both
prior to and after the surfaces being revegetated after placement. Non-contact runoff collected by these
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 13
channels will be diverted around the OSFs into the sediment ponds prior to release the waters into the
existing South Creek as it passes through the Project area.
Table 4.1: Summary of Sediment Ponds Characteristics
Storage (cubic Design Surface Skimmer
Name Contributing Disturbed feet ft3 x 1,000 Area(square Depth Size
Area(ac) Area(%) Required Design feet(ft2)x (ft) (Float/
1,000 Orifice
Sed_Pond 1
(described in 112 90% 181.4 417 52.5 11 8"/6.5"
SWMP V2.0
Sed_Pond_62 9.3 13% 16.7 20.4 20.7 4 3"/3"
Sed_Pond_63 30.6 27% 55.1 57.0 22.6 6 6"/5"
Sed_Pond_64 13.3 54% 23.9 24.8 13.4 4 6"/3.5"
Source:SRK,2024
4.1.2 Sediment Control Pond 1 (Skimmer Sediment Basin-Practice 6.64)
Sediment Pond 1 will be constructed as a skimmer sediment basin at the downstream portion of the
non-contact water channel system to manage flows from the pit perimeters, haul roads, NPI areas and
OSF-2. All runoff from the OSF-2 associated with Addendum 2.1 will be conveyed to Sediment Pond
1 before being released into Kings Creek. The primary outlet for Sediment Pond 1 will be a Floating
skimmer with an emergency outlet culvert as shown in Detail X of Figure XX.
4.1.3 Sediment Control Ponds 62 and 63 (Skimmer Sediment Basin-Practice 6.64)
Sediment Ponds 62 and 63 will be constructed as skimmer sediment basins at the downstream portion
of the non-contact water channel system associated with OSF-1.All runoff from the OSF-1 associated
with Addendum 2.1 will be conveyed to either Sediment Pond 62 or Sediment Pond 63 before being
released into an unnamed tributary of South Creek. The primary outlet for Sediment Ponds 62 and 63
will be Floating skimmers with an emergency overflow weir.
4.1.4 Sediment Control Pond 64 (Skimmer Sediment Basin-Practice 6.64)
Sediment Pond 64will be constructed as a skimmer sediment basin at the downstream portion of the
non-contact water channel system associated with OSF-3. All runoff from the OSF-1 associated with
Addendum 2.1 will be conveyed to Sediment Pond 64 before being released into an unnamed tributary
of South Creek.The primary outlet for Sediment Pond 64 will be Floating skimmers with an emergency
overflow weir.
4.1.5 Permanent Grass-Lined Channels (Practice 6.21 and Practice 6.30)
Permanent non-contact diversions channels will be constructed to route non-contact flow through the
Project area, as shown on Figure 4.1. Where calculations indicate that grass-lined channels will have
adequate erosion resistance, these channels will be stabilized and revegetated as part of the channel
construction.
4.1.6 Permanent Riprap-Lined Channels (Practice 6.21 and Practice 6.31)
Permanent non-contact diversions channels will be constructed to route non-contact flow through the
Project area, as shown on Figure 4.1. Where calculations indicate that riprap-lined channels will be
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 14
required to provide adequate erosion resistance, these channels will be constructed with riprap
channel armoring. Emergency overflow spillway weirs will be designed as permanent riprap channels.
4.1.7 Permanent Outlet Protection Level Spreader (Practice 6.40)
Permanent pond Sediment Ponds will discharge into either South or Kings Creek using a skimmer as
well as an emergency spillway. The outlet pipe from the skimmer and the discharge from the
emergency spillway will use a riprap apron leading to a level spreader at the discharge point into the
downstream drainage to minimize erosion.
4.1.8 Operational Dust Control (Practice 6.84)
Haul traffic on dirt roads between the mine facilities will be ongoing during the mine development,
operations, and closure activities and will require regular application of water for dust control. Dust
control water will be supplied by the pit dewatering forcemain prior to discharging into WSB-1 or directly
from WSB-1 if needed. Air monitoring will be implemented at the site to evaluate the effectiveness of
the dust control and adjust sprinkling application rates as necessary to meet Mine Safety and Health
Administration (MSHA) guidelines.
4.1.9 Permanent Revegetation Practices
During development, the OSFs will be graded to final surface configuration. When placement is
complete, the surfaces will be revegetated as described below:
4.1.10 Closure Surface Grading (Practice 6.02)
Final OSF surfaces will be constructed at an overall slope of 3H:1V.
4.1.11 Closure Surface Topsoiling, Roughening, and Revegetation (Practices 6.04,
6.03, and 6.11)
OSF Surfaces that will remain at closure will consist of overburden soils and are not anticipated to
require the addition of growth media.The surfaces will be roughened prior to permanent seeding using
a vegetation plan developed and validated for the mine.
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 15
5 Maintenance Plan
Regular maintenance practices are important to prevent adverse negative impacts to the environment.
Routine inspections of all sediment control facilities will be conducted at least once per week and after
every rainfall event that results in observable runoff. An inspection report template will be prepared.
Based on the observations, the following activities will be conducted.
• Sediment ponds:
o All erosion and sediment control measures, including sediment ponds, seepage ponds,
check dams, silt curtains will be checked for stability and operation. Any needed repairs
or adjustments will be implemented immediately.
o The three permanent sediment basins associated with the OSF ECP: Sediment Pond 62,
Sediment Pond 63 and and Sediment Pond 64 will be cleaned out when the sediment
accumulation reaches 50% of the available storage. For each facility the cleanout level
will be pre-determined in the inspection report.
o Floating trash and debris will be removed.
o Vegetation at the top and faces of the embankment will be removed.
o All outlet structures from the sediment ponds will be inspected for clogging and/or
structural damage. Debris will be removed, and any repairs needed will be done
immediately. Outflow locations will be inspected to make sure tailwater conditions are not
impeding discharge from the pond.
• Riprap channels:
o Riprap channels will be inspected at least once a year and after every major storm event
for displaced stones, slumping and erosion at edges, particularly in steeper segments.
o Woody vegetation will be removed from the riprap annually to avoid potential impacts
associated with the roots, such as dislodgement of the rocks
• General guidance:
o Placement of field markers to denote areas of concern and in need of repairs or
maintenance.
o A plan to access appropriate riprap (e.g., on site stockpiles) will be in place, to allow for
timely repairs of eroding channels.
o For each inspection, the inspector should bring a copy of the as-built drawings to mark
potential corrections and problem areas. The marked-up drawings will be stored digitally
so that confirmation of the works needed were completed in subsequent inspections. The
reports will also include photographic records to document the following:
- Vehicle access
- Overview of facility
- Overview of spillway
- Overview of discharge infrastructure
- Upstream view of the facility
- Downstream view of the facility
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 16
6 Detail Drawings and Specifications for Practices
Specified
References have been made to specific sections of the NC Erosion and Sediment Control Manual.
Detail drawings and specifications are provided on the included Figures C3.01, C3.02, C3.03 and
C3.04.
Detail D on Drawing C3.03 shows a typical Sediment Pond plan and profile with riser and skimmer
outlet. Detail A on Drawing C3.04 presents sections through Sediment Ponds 62 and 63, associated
with OSF-1. Detail B on Drawing C3.04 presents a section through Sediment Ponds 64, associated
with OSF-3
Detail C on Drawing C3.01 shows a section through a typical permanent riprap-lined channels
(Practice 6.21). Dimensions for the channels are shown in the table adjacent to the detail.
Detail D on Drawing C3.01 shows the permanent and operational outlet stabilization structure(Practice
6.41).
MH/DH April 2024

A B C D E F G H I J
NON CONTACT WATER CHANNEL DIMENSIONS
BOTTOM WIDTH
Depth Bottom Sideslope Bed Slope D50 (in.)
Channel ID (ft) Width (ft) (xH:1V) (ft/ft) Revetement Level Spreader (not to scale)
NC-P62 Steep 2.00 8 2 0.085 Riprap 10
NC-P62 Mod 2.00 8 2 0.049 Riprap 8 \/
NC-P62 Low Grass-lined �.- �j\
2.00 12 2 0.01 (•. Rr ►�.�+•vlwt- ��• �i,� DEPTH
NC-P63 SteepRiprap
2.00 12 2 0.084 p p 10 l ,his, .��.• �,...-
NC-P63 Mod 2.00 12 2 0.061 Ri ra 12 Ve '"' "� ' ' �`<< �.,��'N•'.►""�''
..: Transition p p 9 etated
2.50 12 2 0.01 diversion � �� � �•� •�- "� w,••••`
NC-P63 Low Grass-lined �`."'�"'Yy+� ys�''•f, "`"`;; �• "' to 0 grade
NC-P64 Steep 2.50 12 2 0.166 Riprap 16 �'ek k- ^�" �� � �� J ''`�• 4• , .•� " GRASS LINED CHANNEL
NC-P64 Mod 2.50 12 2 0.059 14
Riprap 14 �', 1'11+h�awt,�;,� 3 ,, ��^• �1` l ,,1�►• SEE TABLES
NC-P64 Low 3.00 12 2 0.01
►'� �....`4.,.v- '�-`I �. " `�" , �� ►�'' �► ��.. ,fir 1�� BELOW FOR
Grass-lined ; `,Si�+ ��'�'' „�,."tl• :Q ,..4; / � . ` �'" CHANNEL
NC-P65 Steep1 2.00 10 2 0.136 Riprap 14 A'�s--4L :;+ �.�' y1'' "''�.'•""� '• v �� 45�. y w \"' ►fit' DIMENSIONS
NC-P65 Steep2 2.00 10 2 0.086 Riprap 10r �,. �A�, .�4,�,.1., ;*` ,:� �""---`f a `' � ,� ,,' �' .��`• ' f�.
NC-P65 Mod 2.00 10 2 0.036 Riprap 6 ' �.�' ;�� + ,):,'+ 'At, I ''t`• \ /ram ' 'k%b RIPRAP SIZE
,+p• „1• + k "' ' ' �.' „4 BOTTOM WIDTH
2.50 10 2 0.01 ��'^ 1"r" �r•"� '14. ,k"� ;• +A '`j�,. ► �w " ' , Ha Stabilized
NC P65 Low Grass-lined � ti�� ,u• +���� >.d•• .•� .��. „fh►• � ,��• M� (SEE TABLE)
,a; ,vMl• �,. slope
NC-P66a Steep 2.00 8 2 0.062 Riprap 6 ,1. ' �►�' �� '' 1n •1• �v a� �"•
NC-P66a Mod 2.00 8 2 0.031 Riprap 6 Stable i � . �`' ,�,? Y. `+ ` /'� SIDE
undisturbed ,. 1� d�.b �t. (1' „l,- 1 , ,. � SLOPE
NC-P66a Low 2.00 8 2 0.0081 Grass-lined Outlet �I, u,. µ�, %"" '•-� �X'
j�, V. "I' .a"' �1 DEPTH i
NC-P67 2.00 0 2 0.052 Grass-lined 1,.1i wl, ,. 1,• t•. '�` ii..,l.. �' I r)```� \.11 �'' �`` off,.. ;0 1 0 0
NC-P68 Steep 2.00 0 2 0.09 Riprap 9 `l' n�, v.ia Ali,
NC-P68 Mod 2.00 0 2 0.045 Grass-lined ��I w�l'" `� ��'• ' \u. �''' �� `� ,�
NC-P69 Steep 2.00 8 2 0.117 Riprap 9 �' k"' �'� wlr.. +„ xl`�'• ti, „l
NC-P69 Mod 2.00 8 2 0.069 Riprap 8 k�• +' �5�� .4• �� .1 ,Wt n" ti+� '��' 101, FILTER FABRIC
NC-P69 Low 2.00 8 2 0.017 Grass-lined 1 �� .A • �'• r I'�`` 11`` +� RIPRAP THICKNESS 1.5X
�, � �, �l�• .a�.. 1 �+. w RIPRAP D co
NC-P66b Steep 2.00 8 2 0.081 Riprap 10 + t��' � ,,� wi`` w'•
NC-P66b Mod 2.00 8 2 0.031 Riprap 6 ( �� "' �, ���• Its.• l„' �+� RIPRAP CHANNEL
NC-P66b Low 2.00 8 2 0.02 Grass-lined
NC-DV6 Mod 4.00 0 2 0.044 Riprap 12 Figure 6.40a Level spreader is designed to disperse small volumes of concentrated flow across stable slopes.
NC-DV6 Low 5.00 0 2 0.008 Grass-lined
C TYPICAL CHANNEL DETAIL
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Material Variable
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CHANNEL
RUNOFF FROM DIMENSIONS
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F SHEET C3.01 FOR
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SEE TABLES ON
SHEET C3.01 FOR
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4 4 SHEET C3.01 FOR
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CHECKED: DPH APPROVED: DPH DATE: 3/21/2024
u, DRAWING NO. DRAWING TITLE NO. DESCRIPTION CHK'D APP'D DATE DRAWING NO. SHEET REVISION NO.
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A B C D E F G H I J
HAUL ROAD WIDTH 80 FT. TYP.
SAFETY
SAFETY
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HAUL ROAD H51
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EL. 917 FT. N
HAUL ROAD FILL
MULTI-PLATE ARCH CULVERT
SEE DETAIL
C3.03
EXISTING SOUTH
CREEK CHANNEL
M
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EXISTING SOUTH
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HAUL ROAD FILL
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A B C D E F G H I J
D TYPICAL SEDIMENT BASIN
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SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 17
7 Vegetation Plan
In accordance with the North Carolina Application for a Mining Permit, a reclamation plan must include
plans for year-round seeding, including the time of seeding and the amount of seed, type of seed,
fertilizer, lime, and mulch per acre. The recommendations must include general seeding instructions
for both permanent and temporary revegetation.
A preliminary seed mix and schedule provided by SWCA is included in Table 7.1.
Table 7.1: Preliminary Seed Mix Composition and Schedule
Seed Mix Type Seeding Dates Seeding Rates
NC Steep Slope Mix ERNMX-310 All dates 45 Ibs/acre
Native Habitat Strip Mine Mix ERNMX-111 All dates 20 Ibs/acre
Native Steep Slope w annual rye(ERNMX-181) Feb 15-Aug 15 60 Ibs/acre
Native Steep Slope w grain rye ERNMX-181-2 Aug15-Feb 16 75 Ibs/acre
Source:SRK,2023
Temporary cover species for erosion control would include:
• Brown Top Millet: Feb 15-Aug 15 20 lb/acre
• Annual Rye Grain: Aug 15- Feb 15 30 lb/acre
No fertilizer is recommended at the site due to the success of volunteer regrowth seen during site
visits. Seed would be procured from Ernst Conservation Seeding or other approved seeding
contractor.
Wildlife habitat is typically established by creating ecosystems of native species, and reshaping
landscapes to create suitable habitat. Monitoring and measurement criteria for vegetation and wildlife
success will be developed as mine plans progress.
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 18
8 Supporting Calculations
Hydrological and hydraulic calculations were primarily conducted using WinTR-55 models developed
for the project. Appendices E-1A ("Runoff Estimation") and E-11B ("Channel Design") present a
summary of hydrological and hydraulic calculations and modeling results used for the design of erosion
and sediment control measures.Appendix E-1 C presents a summary of calculations conducted for the
design of the sediment ponds with skimmers.
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 19
9 References
North Carolina Sedimentation Control Committee, North Carolina Department of Environmental and
Natural Resources, and the North Carolina Agricultural Extension Service. Erosion and Sediment
Control Planning and Design Manual, May 2013.
Surface MINING Manual (1996). State of North Carolina, Department of Environment, Health and
Natural Resources, February 1996.
SRK, 2024. Conceptual Report Closure Plan Kings Mountain Mining Project September 2024
SWCA, (2023a). Baseline Soil Sampling and Analysis for the Albemarle Kings Mountain Lithium Mining
Project Cleveland County, North Carolina, prepared for Albemarle U.S., by SWCA Environmental
Consultants, Kelley House, Andrew Harley Broomfield, Colorado, April 2023.
SWCA, (2023b). Biological Resources Summary Report for the Kings Mountain Lithium Mine,
Cleveland County, North Carolina Interim Draft, prepared for Albemarle U.S., by SWCA Environmental
Consultants, Colorado, April 2023.
USDA Agricultural Research Service (2019). Small Watershed Hydrology (WinTR-55). United States
Department of Agriculture. Model. https://hdl.handle.net/l0113/AA22714
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Page 20
Disclaimer
The opinions expressed in this Report have been based on the information supplied to SRK Consulting
(U.S.), Inc. (SRK) by Albemarle Corporation (Albemarle). These opinions are provided in response to
a specific request from Albemarle to do so, and are subject to the contractual terms between SRK and
Albemarle. SRK has exercised all due care in reviewing the supplied information. Whilst SRK has
compared key supplied data with expected values, the accuracy of the results and conclusions from
the review are entirely reliant on the accuracy and completeness of the supplied data. SRK does not
accept responsibility for any errors or omissions in the supplied information and does not accept any
consequential liability arising from commercial decisions or actions resulting from them. Opinions
presented in this report apply to the site conditions and features as they existed at the time of SRK's
investigations, and those foreseeable. These opinions do not necessarily apply to conditions and
features that may arise after the date of this Report.
Copyright
This report is protected by copyright vested in SRK Consulting (U.S.), Inc. It may not be reproduced
or transmitted in any form or by any means whatsoever to any person without the written permission
of the copyright holder, SRK.
MH/DH April 2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Appendices
Appendix E-1A: Runoff Estimation for
the Kings Mountain Mining Project
MH/DH April 2024

BMK USPR0576
Albemarle KM OSF-1 Hydrology
Cleveland NOAA-B County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 100-Yr 500-Yr 9999-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.63 4.56 5.3 6.32 7.98 10.1 28.5
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:43:49 PM

BMK USPR0576
Albemarle KM OSF-1 Hydrology
Cleveland NOAA-B County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 10-Yr 100-Yr
Identifier (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
RF1 21.89 42.76
RF2 25.29 49.40
RO1 55.87 140.51
RO2 24.94 60.82
RF3 8.35 15.45
RF4 5.52 9.14
REACHES
OUTLET 89.92 218.81
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:43:49 PM

BMK USPR0576
Albemarle KM OSF-1 Hydrology
Cleveland NOAA-B County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac) (hr)
--------------------------------------------------------------------------------
RF1 6.46 0.134 71 Outlet
RF2 7.30 0.121 71 Outlet
RO1 60.90 0.655 59 Outlet
RO2 23.12 0.571 60 Outlet
RF3 2.01 0.100 75 Outlet
RF4 1.00 0.100 85 Outlet
Total Area: 100.79 (ac)
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:43:49 PM

BMK USPR0576
Albemarle KM OSF-1 Hydrology
Cleveland NOAA-B County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time
(ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr)
--------------------------------------------------------------------------------
RF1
SHEET 100 0.2163 0.150 0.059
SHALLOW 198 0.3110 0.050 0.006
CHANNEL 1608 0.0385 0.040 10.00 12.00 6.473 0.069
Time of Concentration .134
RF2
SHEET 100 0.2120 0.150 0.060
SHALLOW 200 0.3114 0.050 0.006
CHANNEL 1280 0.0381 0.040 10.00 12.00 6.465 0.055
Time of Concentration .121
RO1
SHEET 100 0.0100 0.400 0.443
SHALLOW 1458 0.0383 0.050 0.128
CHANNEL 1273 0.0409 0.050 14.00 24.00 4.210 0.084
Time of Concentration .655
RO2
SHEET 100 0.0100 0.400 0.443
SHALLOW 865 0.0341 0.050 0.081
CHANNEL 853 0.0291 0.050 20.00 20.00 5.041 0.047
Time of Concentration .571
RF3
User-provided 0.100
Time of Concentration 0.100
RF4
User-provided 0.100
Time of Concentration 0.100
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:43:49 PM

BMK USPR0576
Albemarle KM OSF-1 Hydrology
Cleveland NOAA-B County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
RF1 Meadow -cont. grass (non grazed) C 6.46 71
Total Area / Weighted Curve Number 6.46 71
RF2 Meadow -cont. grass (non grazed) C 7.3 71
Total Area / Weighted Curve Number 7.3 71
RO1 Residential districts (2 acre) B 23 65
Woods (good) B 37.9 55
Total Area / Weighted Curve Number 60.9 59
RO2 Residential districts (2 acre) B 12 65
Woods (good) B 11.12 55
Total Area / Weighted Curve Number 23.12 60
RF3 Paved parking lots, roofs, driveways D .31 98
Meadow -cont. grass (non grazed) C 1.7 71
Total Area / Weighted Curve Number 2.01 75
RF4 Paved parking lots, roofs, driveways D .5 98
Meadow -cont. grass (non grazed) C .5 71
Total Area / Weighted Curve Number 1 85
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:43:49 PM

BMK USPR0576
Albemarle KM OSF Hydrology
Cleveland NOAA-B County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 100-Yr 500-Yr 1000-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.63 4.56 5.3 6.32 7.98 10.1 11.0
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:47:21 PM

BMK USPR0576
Albemarle KM OSF Hydrology
Cleveland NOAA-B County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 10-Yr 100-Yr
Identifier (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
RF1 77.22 150.26
RF2 30.40 59.07
RF3 4.54 12.82
REACHES
OUTLET 110.79 218.44
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:47:21 PM

BMK USPR0576
Albemarle KM OSF Hydrology
Cleveland NOAA-B County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac) (hr)
--------------------------------------------------------------------------------
RF1 26.45 0.247 71 Outlet
RF2 9.44 0.173 71 Outlet
RF3 3.39 0.100 53 Outlet
Total Area: 39.28 (ac)
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:47:21 PM

BMK USPR0576
Albemarle KM OSF Hydrology
Cleveland NOAA-B County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time
(ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr)
--------------------------------------------------------------------------------
RF1
SHEET 100 0.0300 0.130 0.116
SHALLOW 360 0.3000 0.050 0.011
CHANNEL 3120 0.0353 0.035 12.00 14.00 7.222 0.120
Time of Concentration 0.247
RF2
SHEET 100 0.0300 0.130 0.116
SHALLOW 360 0.3000 0.050 0.011
CHANNEL 1458 0.0520 0.035 12.00 14.00 8.804 0.046
Time of Concentration .173
RF3
SHEET 50 0.3000 0.130 0.027
SHALLOW 270 0.3000 0.050 0.008
CHANNEL 343 0.1310 0.045 10.00 15.00 9.528 0.010
Time of Concentration 0.1
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:47:21 PM

BMK USPR0576
Albemarle KM OSF Hydrology
Cleveland NOAA-B County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
RF1 Meadow -cont. grass (non grazed) C 26.45 71
Total Area / Weighted Curve Number 26.45 71
RF2 Meadow -cont. grass (non grazed) C 9.44 71
Total Area / Weighted Curve Number 9.44 71
RF3 Meadow -cont. grass (non grazed) B 1.695 58
Brush - brush, weed, grass mix (good) B 1.695 48
Total Area / Weighted Curve Number 3.39 53
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:47:21 PM

BMK USPR0576
Albemarle KM SSP Hydrology
Cleveland NOAA-B County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 100-Yr 500-Yr 1000-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.63 4.56 5.3 6.32 7.98 10.1 11.0
Storm Data Source: User-provided custom storm data
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:51:12 PM

BMK USPR0576
Albemarle KM SSP Hydrology
Cleveland NOAA-B County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 10-Yr 100-Yr
Identifier (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
RF1 6.96 13.57
RF2 5.64 11.01
RF3 2.67 5.21
RF4 4.03 7.86
RF5 6.45 12.58
RO1 7.01 15.85
RO2 3.85 8.76
REACHES
OUTLET 32.42 66.43
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:51:12 PM

BMK USPR0576
Albemarle KM SSP Hydrology
Cleveland NOAA-B County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac) (hr)
--------------------------------------------------------------------------------
RF1 1.93 0.100 71 Outlet
RF2 1.57 0.100 71 Outlet
RF3 .74 0.100 71 Outlet
RF4 1.12 0.100 71 Outlet
RF5 1.79 0.100 71 Outlet
RO1 4.52 0.426 63 Outlet
RO2 1.61 0.100 62 Outlet
Total Area: 13.28 (ac)
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:51:12 PM

BMK USPR0576
Albemarle KM SSP Hydrology
Cleveland NOAA-B County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time
(ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr)
--------------------------------------------------------------------------------
RF1
SHEET 100 0.2500 0.150 0.056
SHALLOW 43 0.3300 0.050 0.001
CHANNEL 803 0.0520 0.035 10.00 12.00 8.579 0.026
Time of Concentration 0.1
RF2
User-provided 0.100
Time of Concentration 0.100
RF3
User-provided 0.100
Time of Concentration 0.100
RF4
User-provided 0.100
Time of Concentration 0.100
RF5
User-provided 0.100
Time of Concentration 0.100
RO1
SHEET 100 0.0020 0.150 0.385
SHALLOW 396 0.0700 0.050 0.026
CHANNEL 472 0.0520 0.035 10.00 12.00 8.741 0.015
Time of Concentration .426
RO2
User-provided 0.100
Time of Concentration 0.100
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:51:12 PM

BMK USPR0576
Albemarle KM SSP Hydrology
Cleveland NOAA-B County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
RF1 Meadow -cont. grass (non grazed) C 1.93 71
Total Area / Weighted Curve Number 1.93 71
RF2 Meadow -cont. grass (non grazed) C 1.57 71
Total Area / Weighted Curve Number 1.57 71
RF3 Meadow -cont. grass (non grazed) C .74 71
Total Area / Weighted Curve Number .74 71
RF4 Meadow -cont. grass (non grazed) C 1.12 71
Total Area / Weighted Curve Number 1.12 71
RF5 Meadow -cont. grass (non grazed) C 1.79 71
Total Area / Weighted Curve Number 1.79 71
RO1 Woods (good) B 2.25 55
Woods (good) C 2.27 70
Total Area / Weighted Curve Number 4.52 63
RO2 Woods (good) B .805 55
Woods (good) C .805 70
Total Area / Weighted Curve Number 1.61 62
WinTR-55, Version 1.00.10 Page 1 6/24/2024 2:51:12 PM

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Appendices
Appendix E1-13: Channel Design for
the Kings Mountain Mining Project
MH/DH April 2024

TABLE A-3a
FLOW RESULTS FROM HEC-HMS
Albemarle Kings Mountain PFS
Archdale Channel Design Date: 6/25/24
PROJECT NO.:USPR000576 I By:GKH
Chkd:DPH
HMS Run Description 700(Data Range Name:HECHMS_100)
V Copy entire HTML Output from Standard Report(Global results ONLY)and paste in cell below:
From Win TR-55,manually entered
Global Results Summary
Hydrologic Element Drainage Area Peak Discharge(AC) (CFS) Time of Peak Volume(AC-FT)
OFSI NV-DV6 60.9 140.5 na na
OSFI NC-P62 7.3 49.4 na na
OSFI NC-P63 29.58 103.56 na na
OSF2 NC-P64 26.45 150.26 na na
OSF2 NC-P65 9.44 59.07 na na
OSF3 NC-P66a 3.4 21.34 na na
OSF3 NC-P66b 6.83 45.42 na na
OSF3 NC-P67 1.12 7.86 na na
OSF3 NC-P68 0.74 5.21 na na
OSF3 NC-P69 6.45 29.42 na na
Page 1 of 1
SRK Consulting
h[tps://srk.sh..p.int.."siW./NAUSPR000576/Internal/0300_Hydrology/_SSP hydrology/020_Prolect data(m*ing)/Hydraulics/BasiuH&H Woftheet 08F Perim June 2024.,Ism 6/25/2024

Table A-4
Channel Hydraulic Calculations
Albemarle Kings Mountain PFS SSL \ Date: 6/25/24
Archdale Channel Design 0 SSR By:GKH
PROJ NO.:USPR000576 'E 8y,/ 3' Chkd:
Apprvd:
Channel Design Geo etry Channel Roughness Parameters
egmres
Left Right Minimum Channel Hydraulic Mannings'n' Mannings'n'
HEC HMS Channel Bed Side Side Bottom Channel Curvature Jumpllmpact Riprap for Capacity for Stability
Design Storm Element ID Length Slope Slope Slope Width Depth Radius Block Colo Calculation Design Channel (Depth (Velocity
Reach Designation IHMS Run for (ft) (ftlft) (HAV) (H:1V) (ft) (ft) (ft) (Jump/Block) Methodology Lining Calculation) Calculation)
NC-P62 Steep 100 OSF1 NC-P62 290 0.0850 2.0 2.0 8.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P62 Mod 100 OSF1 NC-P62 665 0.0490 2.0 2.0 8.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P62 Low 100 OSF1 NC-P62 410 0.0100 2.0 2.0 12.0 2.00 0 None G Grass-lined 0.035 0.030
NC-P63 Steep 100 OSF1 NC-P63 150 0.0840 2.0 2.0 12.0 2.00 0 Robinson R Riprap 0.040 0.035
NC-P63 Mod 100 OSF1 NC-P63 730 0.0610 2.0 2.0 12.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P63 Low 100 OSF1 NC-P63 725 0.0100 2.0 2.0 12.0 2.50 0 None G Grass-lined 0.035 0.030
NC-P64 Steep 100 OSF2 NC-P64 370 0.1660 2.0 2.0 12.0 2.50 0 Robinson R Riprap 0.040 0.035
NC-P64 Mod 100 OSF2 NC-P64 805 0.0590 2.0 2.0 12.0 2.50 0 USACE Steep R Riprap 0.040 0.035
NC-P64 Low 100 OSF2 NC-P64 1993 0.0100 2.0 2.0 12.0 3.00 0 None G Grass-lined 0.035 0.030
NC-P65 Steepl 100 OSF2 NC-P65 68 0.1360 2.0 2.0 10.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P65 Steep2 100 OSF2 NC-P65 750 0.0860 2.0 2.0 10.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P65 Mod 100 OSF2 NC-P65 200 0.0360 2.0 2.0 10.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P65 Low 100 OSF2 NC-P65 590 0.0100 2.0 2.0 10.0 2.50 0 None G Grass-lined 0.035 0.030
NC-P66a Steep 100 OSF3 NC-P66a 200 0.0620 2.0 2.0 8.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P66a Mod 100 OSF3 NC-P66a 320 0.0310 2.0 2.0 8.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P66a Low 100 OSF3 NC-P66a 530 0.0081 2.0 2.0 8.0 2.00 0 None G Grass-lined 0.035 0.030
NC-P67 100 OSF3 NC-P67 425 0.0520 2.0 2.0 0.0 2.00 0 None G Grass-lined 0.035 0.030
NC-P68 Steep 100 OSF3 NC-P68 130 0.0900 2.0 2.0 0.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P68 Mod 100 OSF3 NC-P68 230 0.0450 2.0 2.0 0.0 2.00 0 None G Grass-lined 0.035 0.030
NC-P69 Steep 100 OSF3 NC-P69 190 0.1170 2.0 2.0 8.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P69 Mod 100 OSF3 NC-P69 315 0.0690 2.0 2.0 8.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P69 Low 100 OSF3 NC-P69 305 0.0170 2.0 2.0 8.0 2.00 0 None G Grass-lined 0.035 0.030
NC-P661b Steep 100 OSF3 NC-P66b 220 0.0810 2.0 2.0 8.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P661b Mod 100 OSF3 NC-P66b 90 0.0310 2.0 2.0 8.0 2.00 0 USACE Steep R Riprap 0.040 0.035
NC-P661b Low 100 OSF3 NC-P66b 340 0.0200 2.0 2.0 8.0 2.00 0 None G Grass-lined 0.035 0.030
NC-DV6 Mod 100 OFS1 NV-DV6 565 0.0440 2.0 2.0 0.0 4.00 0 Robinson R Riprap 0.040 0.035
NC-DV6 Low 100 OFS1 NV-DV6 540 0.0080 2.0 2.0 0.0 5.00 0 None G Grass-lined 0.035 0.030
Page 1 of 2
SRK Consulting
hnps://srk.shampdnt.coMsiW.INAUSPR000576/InWe .V0300_Hyd dogy/_SSP hyd dogy/020_Pnge data(w kingYHydraulic fflwinHBH Worksheel OSF Pen,June 2024.As, 6/25/2024

Table A-4
Channel Hydraulic Calculations
Albemarle Kings Mountain PFS Date: 6/25/2024
Archdale Channel Design By:GKH
PROJ NO.:USPR000576 Chkd:
rvd:
Hydraulic Calculations Channel Evaluations
a cu ate y rau is
Maximum Maximum Wave Runup Normal Flow Width Nominal Jump Depth/ Hydraulic
Peak Flow Velocity in Normal Flow at Channel Depth Shear Top Width Top Width at Median Rlprap Size Impact Block Jump/Impact
from HMS Channel Depth Froud Bends Stress (')Available Freeboard of Channel of Flow Depth (2)Channel Is Dsa Width Block Length
Reach Designation (cfs) (ft/sec) (ft) Number (ft) (lbs/sq ft) (ft) (ft) (ft) (ft) Stable? (In) (ft) (ft)
NC-P62 Steep 49.40 8.3 0.7 1.97 0.00 3.7 1.3 16.0 10.8 9.4 See Calc 10
NC-P62 Mod 49.40 6.9 0.8 1.53 0.00 2.5 1.2 16.0 11.3 9.6 See Calc 8
NC-P62 Low 49.40 4.1 1.0 0.83 0.00 0.6 1.0 20.0 15.8 13.9 Stable
NC-P63 Steep 103.56 9.6 0.9 2.04 0.00 4.5 1.1 20.0 15.4 13.7 See Calc 10
NC-P63 Mod 103.56 8.7 0.9 1.76 0.00 3.6 1.1 20.0 15.8 13.9 See Calc 12
NC-P63 Low 103.56 5.3 1.5 0.89 0.00 0.9 1.04 22.0 17.9 14.9 Stable
NC-P64 Steep 150.26 13.7 0.9 2.87 0.00 9.0 1.6 22.0 15.5 13.7 See Calc 16
NC-P64 Mod 150.26 9.7 1.2 1.79 0.00 4.3 1.3 22.0 16.7 14.4 See Calc 14
NC-P64 Low 150.26 5.9 1.8 0.91 0.00 1.1 1.2 24.0 19.2 15.6 Stable
NC-P65 Steepl 59.07 9.7 0.6 2.45 0.00 5.0 1.4 18.0 12.4 11.2 See Calc 14
NC-P65 Steep2 59.07 8.4 0.7 1.99 0.00 3.6 1.3 18.0 12.7 11.4 See Calc 10
NC-P65 Mod 59.07 6.3 0.9 1.33 0.00 2.0 1.1 18.0 13.5 11.7 See Calc 6
NC-P65 Low 59.07 4.5 1.2 0.85 0.00 0.7 1.3 20.0 14.7 12.3 Stable
NC-P66a Steep 21.34 5.6 0.5 1.59 0.00 1.8 1.5 16.0 9.9 8.9 See Calc 6
NC-P66a Mod 21.34 4.5 0.6 1.16 0.00 1.1 1.4 16.0 10.3 9.1 See Calc 6
NC-P66a Low 21.34 3.2 0.8 0.72 0.00 0.4 1.2 16.0 11.1 9.6 Stable
NC-P67 7.86 5.8 0.9 1.69 0.00 2.8 1.1 8.0 3.5 1.7 Stable
NC-P68 Steep 5.21 5.7 0.7 1.84 0.00 4.0 1.3 8.0 2.8 1.4 See Calc 9
NC-P68 Mod 5.21 5.0 0.8 1.53 0.00 2.2 1.2 8.0 3.1 1.5 Stable
NC-P69 Steep 29.42 7.7 0.5 2.18 0.00 3.4 1.5 16.0 9.9 8.9 See Calc 9
NC-P69 Mod 29.42 6.5 0.5 1.72 0.00 2.3 1.5 16.0 10.2 9.1 See Calc 8
NC-P69 Low 29.42 4.5 0.8 1.04 0.00 0.8 1.2 16.0 11.0 9.5 Stable
NC-P66b Steep 45.42 7.9 0.7 1.92 0.00 3.4 1.3 16.0 10.7 9.3 See Calc 10
NC-P66b Mod 45.42 5.8 0.9 1.23 0.00 1.7 1.1 16.0 11.5 9.8 See Calc 6
NC-P66b Low 45.42 5.5 0.9 1.16 0.00 1.2 1.1 16.0 11.7 9.9 Stable
NC-DV6 Mod 140.50 10.0 2.8 1.61 0.00 7.7 1.2 16.0 11.2 5.6 See Calc 12
NC-DV6 Low 140.50 5.9 3.7 0.84 0.00 1.8 1.3 20.0 14.6 7.3 Stable
Page 2 of 2
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Table A-5a
Robinson Method Riprap Size Calculation
Albemarle Kings Mountain PFS Date:1 6/25/24
Archdale Channel Design By: GKH
PROJECT NO.: USPR000576 Chkd:
Apprvd:
Robinson Design of Rock Chutes
Riprap Calculations for Steep Riprap(Bed Slopes>2%but<40%)
Calculated
Particle Size Calculated Nominal
Design Flow Unit Width D50 Riprap Size Riprap
Flow Q Concentration Flow q (2) Factor of D50 Size D50
Reach Designation (cros) Factor (cros/m) (mm) Safety (in) (in)
NC-P63 Steep 2.932 1.25 0.877 198 1.20 9.35 10
NC-P64 Steep 4.254 1.25 1.269 324 1.20 15.30 16
NC-DV6 Mod 3.978 1.25 2.925 224 1.20 10.58 12
Design of Rock Chutes(ASAE Paper No.982136 7/98)
Determine unit flow at incipient motion for rock particle size
Unit flow rate is Q/median width,adjusted by a flow concentration factor of
1.25 (USAGE steep riprap method recommends a factor of 1.25)
(2)Bed Slope<10%:
q =9.76x10-7D501.89S-1.50
10%<=Bed Slope—40%:
q=8.07x10-6D501'89S-0.58
1.2 Factor of Safety over incipient motion
Page 1 of 1
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Table A-5c
U.S. Corps of Engineers (Steep) Method Riprap Size Calculation
Albemarle Kings Mountain PFS Date: 6/25/24
Archdale Channel Design By: GKH
PROJECT NO.: USPR000576 Chkd:
Apprvd:
USACE Method for flow in Channel Section Only
Riprap Calculations for Steep Riprap (Bed Slopes>2%but<20%)
Normal Calculated, Nominal
Design Flow Flow Depth Flow Unit Flow Particle Riprap Riprap
Reach Designation Q in Channel d Concentration q0) Size D30 Size D50 Size D50
(cfs) (ft) Factor (cfs/ft) (ft) (in) (in)
NC-P62 Steep 49.4 0.69 1.25 6.58 0.64 9.9 10
NC-P62 Mod 49.4 0.81 1.25 6.41 0.46 7.2 8
NC-P63 Mod 103.6 0.94 1.25 9.33 0.67 10.4 12
NC-P64 Mod 150.3 1.18 1.25 13.09 0.82 12.8 14
NC-P65 Steep1 59.1 0.59 1.25 6.60 0.83 12.9 14
NC-P65 Steep2 59.1 0.68 1.25 6.50 0.63 9.9 10
NC-P65 Mod 59.1 0.87 1.25 6.29 0.38 6.0 6
NC-P66a Steep 21.3 0.47 1.25 2.99 0.32 4.9 6
NC-P66a Mod 21.3 0.57 1.25 2.92 0.21 3.3 6
NC-P68 Steep 5.2 0.71 1.25 4.59 0.52 8.1 9
NC-P69 Steep 29.4 0.47 1.25 4.12 0.56 8.7 9
NC-P69 Mod 29.4 0.55 1.25 4.05 0.41 6.4 8
NC-P66b Steep 45.4 0.67 1.25 6.08 0.59 9.2 10
NC-P66b Mod 45.4 0.88 1.25 5.81 0.33 5.2 6
USACE Paper EM 1110-2-1601,6/30/94
1.95So.55sg2/3 Where: D30=Rock size 30%passing,S=bed slope,
D30 1
gee /3 q=unit flow,gee=gravity
Inputs below as determined in EM 1110-2-1601,6/30/94
Unit flow rate is Q/median width,adjusted by a flow concentration factor of
1.25 (USAGE steep riprap method recommends a flow concentration factor of 1.25)
Riprap D50 determined as recommended in EM 1110-2-1601,6/30/94
(D85 1/3 Where: Dx=rock size X%passing,
Dso=D3a
Dis
2.2 Cg: Gradation Coefficient(45015)
�{�Page 1 ofII}2
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2024.xism 6/25/2024

SRK Consulting(U.S.), Inc.
Erosion and Sediment Control Plan Template—Kings Mountain Appendices
Appendix El -C: Sediment Pond Designs
MH/DH April 2024

Design Criteria,NDEQ Erosion Control Design Manual Practice Standard 6.61-Sediment Basin
Design Criteria Summary: NOTE:Input data are blue text
Primary Spillway: Riser/Barrel Pipe
Maximum Drainage Area: 100 ac
Minimum Sediment Storage Volume: 1800 ft3/ac of disturbed area
Minimum Surface Area: 435 ft2/cfs of Q10 peak inflow
Minimum L/W Ratio: 2 :1
Maximum L/W Ratio: 6 :1
Minimum Depth: 2 ft
Dewatering Mechanism: Skimmer(s)attached at bottom of riser pipe or flashboard riser
Minimum Dewatering Time: 48 hrs
Baffles Required: 3 baffles
(*Note:Basins less than 20 feet in length may use 2 baffles.)
0SF-1 Sediment Basin 62
Contributing Watershed 9.31 acres Check
10_YR Peak flow to Sediment Pond 34.00 cfs
100_YR Peak Channel Design Flow 65.00 cfs
Design Pond Capacity to Spillway: 16,758 ft3
0.38 ac-ft
Surface Area to Spillway: 14,790 sq ft
0.340 acres
Top Dimensions
Pond Top LengthEj
ft
Pond Top Widthft
Pond Depth to Crestft
Pond Depth to Spillwayft 2.00 ft spillway depth
Pond Side SlopesH:1 V
Depth at spillway 2.00 Check
L/W Ratio 3.3 Check
Pond Length at Spillway 240
Pond Width at Spillway 65
Pond Top Area at Spillway 15.600 x 1000 ft2
Pond Top Area at Spillway 0.358 acres Check 105% of Req'd
Pond Bottom Length 230 ft
Pond Bottom Width 55 ft Time to Drain.38 ac-ft pond with 3 in Skimmer Float
Pond Bottom Area 0.29 acres with 3 in orifice
Pond Volume at Spillway 0.65 ac-ft Check 169% of Req'd
7 2.5 0.2
0.291666667 Rymar Marlee Float Size 3 in 0.1
0.267253542 Rymar Marlee Orifice Size 3 in 2.0 w
x 0.1
Initial Depth in Pond 2.0 ft a 3
Dewatered when Depth<= 0.1 ft o 1.5 0.1 0
Peak Outflow 0.146 cfs 0.1 0
66 gpm t 1.0 0.1 v
Time to Dewater 57.0 hrs Check 119% of Req'd o 0.0 E
0.5
0.0
PMP Spillway Width 20 ft 0.0 0.0
PMP Spillway Side Slopes 2.5 H:1 V o 10 20 30 40 50 60 70 80
Weir Coefficient 3.09 Elapsed Time(hours)
Peak Head in Spillway 1.00 ft
100_YR Peak Inflow to Pond 65.0 -Depth in Pond -Skimmer Outflow
Peak Outflow from Spillway 68.0 cfs Check 105% of 100_YR
Freeboard in Spillway 1.00 ft

Design Criteria,NDEQ Erosion Control Design Manual Practice Standard 6.61-Sediment Basin
Design Criteria Summary: NOTE:Input data are blue text
Primary Spillway: Riser/Barrel Pipe
Maximum Drainage Area: 100 ac
Minimum Sediment Storage Volume: 1800 ft3/ac of disturbed area
Minimum Surface Area: 435 ft2/cfs of Q10 peak inflow
Minimum L/W Ratio: 2 :1
Maximum L/W Ratio: 6 :1
Minimum Depth: 2 ft
Dewatering Mechanism: Skimmer(s)attached at bottom of riser pipe or flashboard riser
Minimum Dewatering Time: 48 hrs
Baffles Required: 3 baffles
(*Note:Basins less than 20 feet in length may use 2 baffles.)
0SF-1 Sediment Basin 63
Contributing Watershed 30.58 acres Check
10_YR Peak flow to Sediment Pond 52.00 cfs
100_YR Peak Channel Design Flow 113.00 cfs
Design Pond Capacity to Spillway: 55,044 ft3
1.26 ac-ft
Surface Area to Spillway: 22,620 sq ft
0.519 acres
Top Dimensions
Pond Top Length 300 ft
Pond Top Width 110.0 ft
Pond Depth to Crest 6.00 ft
Pond Depth to Spillway 4.00 ft 2.00 ft spillway depth
Pond Side Slopes 2.5 H:1 V
Depth at spillway 4.00 Check
L/W Ratio 2.7 Check
Pond Length at Spillway 290
Pond Width at Spillway 100
Pond Top Area at Spillway 29.000 x 1000 ft2
Pond Top Area at Spillway 0.666 acres Check 128% of Req'd _
Pond Bottom Length 270 ft
Pond Bottom Width 80 ft Time to Drain 1.26 ac-ft pond with 6 in Skimmer Float
Pond Bottom Area 0.50 acres with 5 in orifice
Pond Volume at Spillway 2.32 ac-ft Check 184% of Req'd
7 5 0.6
0.291666667 Rymar Marlee Float Size 6 in 4
0.267253542 Rymar Marlee Orifice Size 5 in 4 o.s
Initial Depth in Pond 4.0 ft a 3 0.4 3
Dewatered when Depth<= 0.1 ft `0 3
Peak Outflow 0.523
cfs ` 2 0.3 0
235
9pm
Time to Dewater 57.5 hrs Check 120% of Req'd o 2 o.z £
1
0.1
1
PMP Spillway Width 35 ft 0 0.0
il
PMP Spillway Side Slopes 2.5 H:1 V 0 10 20 30 40 so 60 70 80
Weir Coefficient 3.09 Elapsed Time(hours)
Peak Head in Spillway 1.00 ft
100_YR Peak Inflow to Pond 113.0 -Depth in Pond -Skimmer Outflow
Peak Outflow from Spillway 114.3 cfs Check 101% of 100_YR
Freeboard in Spillway 1.00 ft

Design Criteria,NDEQ Erosion Control Design Manual Practice Standard 6.61-Sediment Basin
Design Criteria Summary: NOTE:Input data are blue text
Primary Spillway: Riser/Barrel Pipe
Maximum Drainage Area: 100 ac
Minimum Sediment Storage Volume: 1800 ft3/ac of disturbed area
Minimum Surface Area: 435 ft2/cfs of Q10 peak inflow
Minimum L/W Ratio: 2 :1
Maximum L/W Ratio: 6 :1
Minimum Depth: 2 ft
Dewatering Mechanism: Skimmer(s)attached at bottom of riser pipe or flashboard riser
Minimum Dewatering Time: 48 hrs
Baffles Required: 3 baffles
(*Note:Basins less than 20 feet in length may use 2 baffles.)
0SF-1 Sediment Basin 64
Contributing Watershed 13.30 acres Check
10_YR Peak flow to Sediment Pond 47.00 cfs
100_YR Peak Channel Design Flow 96.00 cfs
Design Pond Capacity to Spillway: 23,940 ft3
0.55 ac-ft
Surface Area to Spillway: 20,445 sq ft
0.469 acres
sio
ns Pond Top Le�gth 220 ft
Pond Top Width 110.0 ft
Pond Depth to Crest 4.00 ft
Pond Depth to Spillway 2.00 ft 2.00 ft spillway depth
Pond Side Slopes 2.5 H:1 V
Depth at spillway 2.00 Check
L/W Ratio 2.0 Check
Pond Length at Spillway 210
Pond Width at Spillway 100
Pond Top Area at Spillway 21.000 x 1000 ft2
Pond Top Area at Spillway 0.482 acres Check 103% of Req'd
Pond Bottom Length 200 ft Time to Drain.55 ac-ft Pond with 6 in Skimmer Float with 3.5 in orifice
Pond Bottom Width 90 ft
Pond Bottom Area 0.41 acres 18000 Time to Drain .55 ac-ft pond with 6 in Skimmer Float
Pond Volume at Spillway 0.90 ac-ft Check 163%of Req'd with 3.5 in orifice
7
0.291666667 Rymar Marlee Float SizeEN
in 3 0.3
0.267253542 Rymar Marlee Orifice Sizein
Initial Depth in Pondft2 0.2
Dewatered when Depth- ft 3
0
2
Peak Outflow 0.2211 cfs 2 0.2 o
9Pm
Time to Dewater 53.0 hrs Check 110% of Req'd a i 0.1
v E
0i o.iy
PMP Spillway Width 30 ft
PMP Spillway Side Slopes 2.5 H:1 V 0 0.0
Weir Coefficient 3.09 0 10 20 30 40 50 60 70 80
Peak Head in Spillway 1.00 ft Elapsed Time(hours)
100_YR Peak Inflow to Pond 96.0
Peak Outflow from Spillway 98.9 cfs Check 103%of 100_Y -Depth in Pond -skimmer outflow
Freeboard in Spillway 1.00 ft