20241230_Supplemental_Information(Entire Submission)

ModificationMine Permit - 61-16
The Quartz . . USA
Mitchell County, North Carolina
S&ME Project No. 213314
PREPARED FOR:
The Quartz Corp USA
797 Altapass Road
Spruce Pine, North Carolina 28777
pREPAF
S&ME, Inc.
2016 Ayrsley Town Blvd., Suite 2-A
Charlotte, NC 28273
December 20, 2024

- a
III
December 20, 2024
North Carolina Department of Environmental Quality
1612 Mail Service Center
Raleigh, North Carolina 27699-1612
Attention: Mr. Adam Parr, PE—Assistant State Mining Engineer
Reference: Mine Permit Modification— Permit No. 61-16
Quartz Corp USA
The Quartz Corp USA
Mitchell County, North Carolina
S&ME Project No. 213314
Dear Mr. Parr:
S&ME is pleased to submit this Mine Permit Modification for Permit No. 61-16 on behalf of The Quartz Corp USA (Quartz
Corp). Quartz Corp intends to construct an improved access road from Highway 226 and a new freshwater reservoir.
Where the access road crosses Grassy Creek a new rock fill dam will be built. This permit modification consists of a
narrative, engineering drawings, calculations, and other supporting documentation that describes the proposed changes
to the Mining Permit. The proposed additional affected area is approximately 20.0 acres with an associated fee for the
Permit Modification of$750. Please contact us at your earliest convenience if you have any questions or need additional
information.
Sincerely,
S&ME, Inc.
/ C- v�
Lilma R Schimmel, P.E. C.Ty Brooks, P.E.
Senior Engineer/Project Manager Project Engineer
[e-mail] [e-mail]
Senior reviewed by Christopher J.L. Stahl, P.E. Principal Engineer/V.P.
Attachments:
Mine Permit Modification application package
Check in the amount of$750 for the permit review fee
S&ME, Inc.12016 Ayrsley Town Blvd.,Suite 2-A I Charlotte, NC 282731 p 704.523.4726 1 www.smeinc.com

Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA s
Mitchell County, North Carolina s
S&ME Project No. 213314
Table of Contents
1.0 INTRODUCTION.............................................................................................................1
1.1 Existing and Proposed Land Use.................................................................................................1
2.0 NATURAL AND CULTURAL RESOURCES..............................................................1
2.1 Stream and Wetland Delineation.................................................................................................2
2.2 Threatened and Endangered Species Habitat Assessment.......................................................2
2.1.1 Gray Bat............................................................................................................................................3
2.1.2 Northern Long-eared Bat..................................................................................................................4
2.1.3 Tricolored Bat....................................................................................................................................5
2.1.4 Bog Turtle.........................................................................................................................................6
2.1.5 Appalachian Elktoe............................................................................................................................6
2.1.6 Monarch Butterfly.............................................................................................................................6
2.1.7 Virginia Spiraea................................................................................................................................7
2.1.8 Rock Gnome Lichen...........................................................................................................................7
2.3 Scoping Letters to Regulatory Agencies .....................................................................................8
2.4 Cultural Resources.........................................................................................................................8
3.0 PERMITTING....................................................................................................................8
3.1 Mine Permit Modification.............................................................................................................8
3.1.1 Buffers...............................................................................................................................................9
3.1.2 Denial Criteria..................................................................................................................................9
3.1.3 Reclamation Bond...........................................................................................................................11
3.1.4 Calculations.....................................................................................................................................11
3.1.4.1 Stormwater Management................................................................................................................11
3.1.4.2 Freshwater Reservoir.......................................................................................................................12
3.3 401/404 Permit...............................................................................................................................12
3.4 NPDES Wastewater Permit.........................................................................................................12
4.0 CONSTRUCTION..........................................................................................................12
4.1 Construction Sequencing............................................................................................................12
4.1.1 Construction ...................................................................................................................................12
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Mine Permit Modification- Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina I
S&ME Project No. 213314
4.1.2 Stream/Culvert Installation E&SC and Construction....................................................................13
4.2 Erosion and Sediment Control...................................................................................................15
Figures
Figure 1 -Site Vicinity Quadrangle Map
Figure 2-Site Vicinity Highway Map
Appendices
Figures
Appendix I-Property Boundary Survey
Appendix I1-North Carolina Mining Permit Application
Appendix III-Mine Permit Modification Drawings
Appendix IV-Reclamation Bond
Appendix V-Scoping Letters and Responses
Appendix VI-Archaeological Survey
Appendix VII-Calculations
Appendix VIII-NPDES Wastewater Permit Submittals
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
1.0 INTRODUCTION
S&ME, Inc. (S&ME) is pleased to submit this Mining Permit Modification on behalf of The Quartz Corp USA
(Quartz Corp). Quartz Corp has an active mining permit (Permit No. 61-16) for their Altapass Mine Site in Spruce
Pine, Mitchell County, North Carolina. The most recent permit modification was approved on May 20, 2024. The
current permit was a modification of the original permit to address the construction of a temporary holding basin
and to add one additional parcel to construct an improved access road from Highway 226 across the additional
parcel. Quartz Corp intends to construct a freshwater reservoir and improve an access road from Highway 226 on
the land covered by the active permit.The initial portion of the access road, where the connection with the
highway occurs, is at the parcel added by the active permit.
The freshwater reservoir is necessary to provide suitable water during time periods when the water in Grassy Creek
is excessively turbid for use in mineral processing operations.This package will demonstrate location and general
features associated with the freshwater reservoir, the new dam and the improved access road from Highway 226
to the proposed reservoir location. No stream or wetland impacts will be conducted prior to receipt of a Modified
Mining Permit and applicable 404/401 permits, an individual permit (IP) from USACE. S&ME is also requesting an
Individual Water Quality Certification (IWQC) from the NCDWR.
1.1 Existing and Proposed Land Use
The project area is located in Spruce Pine, Mitchell County, North Carolina as shown on Figures 1 and 2. The
existing land conditions generally consist of steep wooded terrain south of the North Toe River, and industrial and
residential areas north of the North Toe River.The existing permitted land use is shown on drawings presented in
Appendix III and consists of stockpile and processing facilities north of the North Toe River; processing,
excavation, and stockpile areas on the east side of Grassy Creek near the confluence of the North Toe River, and
relatively large areas of unallocated land abutting the east and west banks of Grassy Creek.
The proposed land use is shown on the Drawings in Appendix III and includes construction of the lined
freshwater reservoir with associated pumps and pipe infrastructure, an improved access road from Highway 226
and a dam to replace the existing storm damaged one. The freshwater reservoir design storage volume is
approximately 22,000,000 gallons. The freshwater reservoir will require clearing to construct. The access road will
impact some unnamed streams and wetlands. The replacement dam will feature a section of the access road on its
crest to cross Grassy Creek, a spillway, an emergency spillway and dewatering systems to control upstream water
level.
Erosion and sediment control measures will be installed prior to land disturbance and will remain in place until the
tributary drainage area is stabilized with permanent ground cover.
The proposed land use does not include mining for commercial activities.
2.0 NATURAL AND CULTURAL RESOURCES
S&ME has performed natural and cultural resources due diligence activities in the footprint of the proposed
freshwater reservoir, dam and access roads, summarized as follows.
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
2.1 Stream and Wetland Delineation
S&ME performed a jurisdictional delineation to identify the location of jurisdictional Waters of the U.S. within the
boundaries of the project areas in September 2022, November 2023 and July 2024. Jurisdictional waters are those
waters, including wetlands, which are subject to Section 404 of the Clean Water Act (CWA) under the federal
regulatory authority of the U.S. Army Corps of Engineers (USACE), as well as Section 401 of the CWA under the
regulatory authority of the North Carolina Division of Water Resources (NCDWR). Our approach to performing the
jurisdictional delineation included:
Assessment and documentation of site conditions as to the presence and/or absence of wetland areas,
using the three-parameter approach (hydric soils, hydrophytic vegetation, and wetland hydrology) set
forth in the 1987 USACE Wetlands Delineation Manual and appropriate Regional Supplement.
Identification and demarcation of waterways (rivers, streams, and other jurisdictional linear features),
lakes, and ponds, considered to be Waters of the U.S. under the jurisdiction of the USACE and NCDWR
utilizing the North Carolina Division of Water Quality's (NCDWQ's) Stream Identification Method and
Form (Version 4.11).
Identification and demarcation of upland/wetland boundaries and waterway boundaries with sequentially
numbered flagging.
Relevant supporting information, including Mitchell County GIS data, U.S. Geological Survey(USGS) topographic
maps, Mitchell County Topographic Maps, the Mitchell County Soil Survey, the U.S. Department of Agriculture
publication Hydric Soils of the U.S., and representative aerial imagery were reviewed prior to conducting field
work. Upon completion of the field delineation, the delineated boundaries were located in the field with a
Trimble© GeoXH Global Positioning System (GPS) unit capable of sub-meter accuracy.
The location of potentially jurisdictional streams and wetlands are shown on the Drawings in Appendix III.
Impacts to streams and wetlands have been minimized and will be avoided where possible. Stream and wetland
impacts will be permitted as described in Section 3.3 of this report.
2.2 Threatened and Endangered Species Habitat Assessment
To determine compliance with applicable sections of the ESA of 1973 (16 USC 1531-1543), S&ME biologists visited
the site in September 2022 to conduct surveys for relevant federally protected species. Prior to the site visit, S&ME
submitted a request for information to the NC Natural Heritage Program (NCNHP). The NCNHP responded with a
report dated August 15, 2022 that listed element occurrences, natural areas, and managed areas within a one-mile
radius of the project area. The report identified two element occurrences, neither of which hold federal protection
status, and one natural area within the project area. No managed areas were recorded within the project area. The
report identified eight element occurrences, none of which hold federal protection status, two natural areas, and
seven managed areas within one mile of the project area.Three of the managed areas are owned by the State of
North Carolina.
S&ME also consulted the US Fish and Wildlife Service (USFWS) Information for Planning and Consultation (IPaC)
system for a list of species that are known or expected to be near the assessment area.The IPaC report identified
the species listed in Table 1 as having potential to be directly or indirectly affected by activities in the project area.
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina I
S&ME Project No. 213314
Table 1:Federally Listed Species Summary
FederalCommon Name Scientific Name Observed •
Foraging habitat present. No caves/portals observed.Site
Gray Bat Myotis grisescens Endangered clearing for construction will occur outside of maternity
roosting season for bats.
Northern Myotis Foraging habitat present. No caves/portals observed.Site
Long-eared Bat septentrionalis Threatened clearing for construction will occur outside of maternity
roosting season for bats.
Proposed Foraging habitat present. No caves/portals observed.Site
Tricolored Bat Perimyotis subflavus Endangered clearing for construction will occur outside of maternity
roosting season for bats.
f
Clemmy s Similarity o
Bog Turtle Appearance
No habitat observed within project LOD.
muhlenbergiily of
(Threatened)
Appalachian Alasmidonta Endangered Suitable habitat observed in Grassy Creek. No impacts to
Elktoe raveneliona creek proposed.
Monarch Butterfly Donaus plexippus Candidate No open fields or meadows observed on-site.
Virginia Spiraea Spiraea virginiana Threatened Potential habitat along lower portions of Grassy Creek. LOD
sited to avoid these areas.
Rock Gnome Gymnoderma lineare Endangered No habitat observed.
Lichen
Descriptions of the relevant species taken from USFWS sources are provided below.
2.1.1 Gray Bat
Status: Endangered
Biological Determination: May Affect, Not Likely to Adversely Affect
Gray bat has unicolored dorsal fur (gray after the mid-summer molt, at other times sometimes chestnut brown or
russet), paler below, with hairs darker basally;wing membrane (gray) connects to the foot at the ankle.There is a
distinct sagittal crest on the skull. Gray bat is most likely to be confused with M. lucifugus, M. sodalis, M.
austroriparius, and M. septentrionalis. It is distinguished from these by uniform-colored dorsal fur from base to tip
(all others have contrasting shades, bi- or tri-colored dorsal fur) and by attachment of wing membrane at the
ankle, not at base of toe.
Mating occurs in September-October.Adult females store sperm through the winter and become pregnant soon
after emergence from hibernation. One young is born late in May or in early June. Larger colonies are more
successful in raising young. Most young are able to fly in 20-35 days, depending on colony size. Individual females
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
typically do not produce young until their second year. Recorded maximum longevity approximately 14-17 years
but may be longer. Maternity colonies include from a few hundred to many thousands of individuals.
Wintering caves often are hundreds of kilometers from summer range. Individuals regularly migrate 10-270 miles
between summer maternity sites and winter hibernacula. In some areas, the same caves are used in winter and
summer; in other areas (e.g., Missouri, Arkansas) many caves used in summer are vacant in winter. Females depart
wintering caves in late March and early April, males in late April and May. Evidence suggests that bats migrate in
small flocks (Barbour and Davis 1969). Small caves may be used as rest stops. Gray bats show strong philopatry to
both summering and wintering sites.
Roost sites are nearly exclusively restricted to caves throughout the year, though only a few percent of available
caves are suitable. Winter roosts are in deep vertical caves with domed halls. Large summer colonies utilize caves
that trap warm air and provide restricted rooms or domed ceilings; maternity caves often have a stream flowing
through them and are separate from the caves used in summer by males.
In the summer, maternity colonies prefer caves that act as warm air traps or that provide restricted rooms or
domed ceilings that are capable of trapping the combined body heat from thousands of clustered individuals.
Undisturbed summer colonies may contain up to 250,000 bats, and average 10,000 to 25,000. Summer caves are
nearly always located within 0.6 mile of a river or reservoir over which the bats forage.
Young often feed and take shelter in forest areas near the entrance to cave roosts. Foraging is generally parallel to
streams, over the water at heights of 6 to 9 feet.The energy demands on adult females are tremendous during
lactation, and individual females sometimes feed continuously for seven or more hours per night. They feed
mostly upon flying insects, including mayflies and beetles.
S&ME's assessment of the project area did not identify caves or portals that would serve as suitable roost sites
within the proposed limits of disturbance. However, according to the USGS Mineral Resources online spatial
database, one mine was identified on the site, and ten other mines are recorded in a 0.50-mile radius of the
project area.The mine site recorded on the site is identified as the C.W.Allen Prospect of unknown operator type
(35.90203, -82.06928). The record likely relates to surface excavation that occurred along the western project area
boundary.
Although no evidence of caves, mine shafts or portals were observed on-site, the project area contains suitable
foraging habitat for this species.
Primary clearing activities will be scheduled outside of April 1 —September 30, thereby avoiding the gray bat's
period of highest activity, per US Fish and Wildlife Services updated recommendations dated August 29, 2024.
2.1.2 Northern Long-eared Bat
Status:Threatened
Biological Determination: May Affect, Not Likely to Adversely Affect
The northern long-eared bat (Myotis septentrionalis) is a medium-sized bat about three to 3.7 inches in length but
with a wingspan of 9 to 10 inches.This bat generally is associated with old-growth forests composed of trees 100
years old or older. It relies on intact interior forest habitat, with low edge-to-interior ratios. Relevant late-
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
successional forest features include a high percentage of old trees, uneven forest structure (resulting in
multilayered vertical structure), single and multiple tree-fall gaps, standing snags, and woody debris.
Foraging occurs within forests, along forest edges, over forest clearings, and occasionally over ponds. Eleven
individuals (10 males, 1 female) tagged with chemical lights observed during the summer in Missouri, foraged
almost exclusively among the trees of hillside and ridge forests, rather than utilizing floodplain and riparian
forests; frequently foraging occurred within one to three meters of the ground. Foraging bats doubled back
frequently and only slowly moved out of the observation area. In Iowa, females were found primarily foraging in
mature deciduous uplands with adjacent deep ravines and in a disturbed riparian area with an adjacent floodplain
and agricultural lands.
Hibernation occurs primarily in caves, mines, and tunnels, typically those with large passages and entrances,
relatively constant and cool temperatures, high humidity, and no air currents. Hibernators frequently roost in
crevices, drill holes, and similar sites where they may be overlooked during surveys but roosting in the open is not
uncommon.A lack of suitable hibernacula may prevent occupancy of areas that otherwise have adequate habitat.
Although no evidence of caves, mine shafts or portals were observed on-site, the project area contains suitable
foraging habitat for this species.
Primary clearing activities will be scheduled outside of April 1- September 30, thereby avoiding the gray bat's
period of highest activity.
2.1.3 Tricolored Sat
Status: Proposed Endangered
red
Biological Determination: May Affect, Not Likely to Adversely Affect
The tricolored bat (Perimyotis subflavus) is the smallest bat found in the eastern and midwestern states. It typically
weighs about 1.5-3 ounces and its length is 3-3.5 inches from head to toe. The tricolored bat gets its name due to
its pelage hair upon close examination being brown at the tip, yellow in the middle, and dark at the base.These
bats have oblong ears.These bats also tend to be slow fliers with erratic and fluttering patterns while foraging.
Tricolored bats appear to inhabit landscapes that are partly open, with large trees and plentiful woodland edges.
They are found in a variety of terrestrial habitats, including grasslands, old fields, suburban areas, orchards, urban
areas and woodlands, especially hardwood woodlands. They generally avoid deep woods as well as large, open
fields. They require specific habitats for hibernating, roosting and foraging.
These bats will hibernate in caves, mines and even buildings with variations in hibernation site selection by region.
They also tend to occupy the very back of the caves and other hibernation sites, where temperature is highest and
least variable, the walls of the cave are warmer, and humidity levels are higher.
Tricolored bats will roost in a wide variety of habitats, again varying by region. They may be found in caves,
crevices, trees and anthropogenic structures such as barns.They tend to feed over water bodies such as rivers or
lakes, where insect populations are highest.They also tend to select for more open foraging sites, with higher
canopies where canopies occur at all.
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina 111
S&ME Project No. 213314 E
Primary clearing activities will be scheduled outside of April 1- September 30, thereby avoiding the gray bat's
period of highest activity.
2.1.4 Bog Turtle
Status: Similarity of Appearance (Threatened)
Biological Determination: No Effect
The bog turtle (Clemmys muhlenbergii) is the smallest turtle inhabiting North America. Its length typically does not
exceed three to four inches and its weight is usually around four ounces. On its neck there is a orange/yellow
patch coloration found which helps distinguish it from other turtles. This species emerges from its hibernation in
early to mid-April and begins mating as early as May. A female typically lays a clutch of one to six small, white,
elliptical eggs in a shallow nest of sphagnum moss or tuft of grass above the water line. After seven to eight
weeks, the hatchlings emerge. Hatchlings often spend their first year near the nest.
Bog turtles live in the mud, grass and sphagnum moss of bogs, swamps, and marshy meadows. These wetlands
are usually fed by cool springs flowing slowly over the land, creating the wet, muddy soil needed by the turtles.
Species that are threatened due to similarity of appearance are not biologically endangered or threatened and are
not subject to Section 7 consultation. However, the project as proposed should have no effect on bog turtles
because the site does not contain suitable habitat for this species.Although some of the onsite wetlands can be
characterized as seeps, they are either located in wooded areas or flow across the existing gravel access road
where the substrate and duration of soil saturation is not likely considered conducive.
2.1.5 Appalachian Elktoe
Status: Endangered
Biological Determination: May Affect, Not Likely to Adversely Affect
The Appalachian elktoe (Alasmidonto raveneliana) is a thin, kidney-shaped mussel with a shell that reaches a
maximum length of 117 millimeters.The shell ranges in color from yellowish brown to dark brown. Dark green
rays of varying widths occur on some shells of this species.
The Appalachian elktoe inhabits relatively shallow, medium-sized creeks and rivers with cool, well-oxygenated and
moderate-to-fast flowing water. It has been observed in a variety of substrate types including gravel mixed with
cobble and boulders, in cracks within bedrock, and occasionally in relatively silt-free, coarse sand.
The project as proposed may affect, but not likely to adversely affect the Appalachian Elktoe because the project
site is located adjacent to suitable habitat for this species. However, the project has been designed to avoid
impacts to Grassy Creek.
2.1.6 Monarch Butterfly
Status: Candidate
Biological Determination: No Effect
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
The monarch butterfly (Danaus plexippus) is reddish/orange in color with black vein like markings. It has a black
border around its wings with white spots. In the spring and summer, the monarch butterfly's primary habitat is
open field and meadows containing milkweed. In the winter it can be found on the coast of southern California as
well as high altitudes of central Mexico.
Species listed as candidate are not biologically endangered or threatened and therefore are not subject to formal
Section 7 consultation. However, the project as proposed should have no effect on the monarch butterfly because
the project site does not contain open fields or meadows.
2.1.7 Virginia Spiraea
Status:Threatened
Biological Determination: May Affect, Not Likely to Adversely Affect
Virginia spiraea (Spiraea virginiana) is a shrub endemic to the southern Appalachians. This plant species typically
exists in clumps. Mature plants reach a height of three to ten feet.Young stems are greenish yellow to dark brown
and mature stems are dark gray. The roots form a complex system.The creamy white flowers are in tightly packed
bunches.
Habitat for the Virginia spiraea includes periodically flood-scoured banks of high-gradient mountain streams,
meander scrolls, point bars, natural levees, and braided features of lower stream reaches, and occasionally near
disturbed rights-of-way.
This plant is often found on geologically active areas with erosion, deposition, and slumping, along rivers with
dynamic flooding regimes, sandbars, scoured river shores and flat rocks with crevices. These areas also are
associated with cobbles, boulders, and massive rock outcrops with sandy or clay soils and can be periodically xeric.
These plants are often seen in silt, mud, and sand. In North Carolina, this species occurs along rocky bars at river
edges. It grows between boulders and in fine alluvial sand and other alluvial deposits.These sites tend to be
seasonally saturated.
Portions of the lower edge of the banks along Grassy Creek exhibited potentially suitable habitat for this species.
Although no populations of Virginia spiraea were observed, the assessment was not conducted during the optimal
survey window, so the absence of this species cannot be definitely ruled out. However, the project should not
affect adversely affect this species because the LOD does not encroach within portions of Grassy Creek's banks
where potentially suitable habitat was observed.
2.1.8 Rock Gnome Lichen
Status: Endangered
Biological Determination: No Effect
The rock gnome lichen (Gymnoderma lineare), of the reindeer moss family, grows in dense colonies of narrow,
strap-like lobes, called squamules.The squamules are blue gray on the upper surface and typically shiny white on
the lower surface. Near the base of the lobe, the color darkens to black.The squamules are less than one
millimeter wide and one to two centimeters long.The small fruiting bodies occur at the tips of the squamules
from July to September. The fruits are colored black or brown and no larger than one millimeter.
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
The rock gnome lichen only grows in areas with a great deal of humidity, such as high elevations (above 5,000
feet) where fog often occurs or in deep river gorges at lower elevations. Habitat is restricted to vertical rock faces
occasionally exposed to seepage water. This plant does well on moist, generally open sites with northern
exposures but needs partial canopy coverage on southern or western aspect because it is intolerant of high-
intensity solar radiation. This plant will also occur in high elevation coniferous forests, containing red spruce and
Fraser fir, usually on rocky outcrop or cliff habitats present within.
The project as proposed should have no effect on rock gnome lichen because the project site does not contain
suitable habitat for this species.
2.3 Scoping Letters to Regulatory Agencies
S&ME previously submitted scoping letters to the following regulatory agencies:
North Carolina Division of Water Resources (NCDWR);
North Carolina State Historic Preservation Office (NCSHPO);
North Carolina Wildlife Resources Commission (NCWRC);
United States Army Corps of Engineers (USACE); and
United States Fish and Wildlife Service (USFWS).
Responses were received from the regulatory agencies except for NCDWR. The scoping letters and responses are
included in Appendix V.
A Phase 1 Archaeological Study was conducted based on comments from NCSHPO which is described in Section
2.4 of this report.
2.4 Cultural Resources
S&ME conducted a Phase 1 Archaeological Study in the footprint of the proposed freshwater reservoir and access
roads in November 2022 and in October 2024. The Archaeological Study used both pedestrian and shovel test pit
methods for identifying and evaluating archaeological sites for inclusion in the National Register of Historic Places
(NRHP). A archaeological site, a historic house site, was identified and recommended as not eligible for inclusion
in the NRHP.Another identified archeological site was identified, a nineteenth/twentieth century ceramic isolate
located within the southern portion of the project area and was also recommended as not eligible for inclusion in
the NRHP.The Archaeological Studies are included in Appendix VI.
3.0 PERMITTING
The proposed activities will require a Mine Permit Modification, and 401/404 Permit, described as follows.
3.1 Mine Permit Modification
The Mine Permit Modification document consists of this report and all associated attachments including Drawings
and North Carolina Mining Permit Application. This Mine Permit Modification application includes buffers and
addresses denial criteria as described below.
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
3.1.1 Buffers
Buffers are shown on the Drawings in Appendix III. An undisturbed buffer of 25 feet is incorporated where the
mine permit extents adjoin property not owned by The Quartz Corp, except for the proposed driveway access at
NC Highway 226 and existing developed areas north of the North Toe River. A buffer of 25 feet is applied to
delineated streams and wetlands including Grassy Creek. The 25-foot buffer width is consistent with the existing
Mining Permit. Due to the nature of the site some construction activities will be conducted within streams,
wetlands, and their buffers. Stream and wetland impacts will be permitted as described in Section 3.3 of this
report. No stream or wetland impacts will be conducted prior to receipt of both a Mining Permit and applicable
404/401 permits.
3.1.2 Denial Criteria
North Carolina General Statute (NCGS) §74-51(d) describes seven criteria that may be invoked to deny the permit
modification. The following sections describe how this modification will not invoke any of the seven denial
criteria. The denial criteria is provided in bold text and the description is provided in standard text.
Criteria 1 - §74-51(d)(1) That any requirement of this Article or any rule promulgated hereunder will be
violated by the proposed operation.
The activities described in this Mine Permit Modification will not violate any requirements of NCGS Chapter 74
Article 7 or any rule promulgated hereunder.
Criteria 2 - §74-51(d)(2) That the operation will have unduly adverse effects on potable groundwater
supplies, wildlife, or fresh water, estuarine, or marine fisheries.
The activities described in this Mine Permit Modification will not have unduly adverse effects on potable
groundwater supplies, wildlife, or fresh water, estuarine, or marine fisheries.
Criteria 3 - §74-51(d)(3) That the operation will violate standards of air quality, surface water quality, or
groundwater quality that have been promulgated by the Department.
The activities described in this Mine Permit Modification will not violate standards of air quality, surface water
quality, or groundwater quality that have been promulgated by the Department. Erosion and sediment control
measures will be installed prior to conducting land disturbance, and those E&SC measures will remain in place
until stabilization of the tributary drainage area with permanent vegetation or as otherwise specified on the
Drawings. Dust control measures will be utilized as required during construction to prevent significant amounts of
wind-borne dusting.
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Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina
S&ME Project No. 213314
Criteria 4 - §74-51(d)(4) That the operation will constitute a direct and substantial physical hazard to public
health and safety or to a neighboring dwelling house, school, church, hospital, commercial or industrial
building, public road or other public property, excluding matters relating to use of a public road.
The activities described in this Mine Permit Modification will not constitute a direct and substantial physical hazard
to public health and safety or to a neighboring dwelling house, school, church, hospital, commercial or industrial
building, public road or other public property, excluding matters relating to use of a public road.
Criteria 5 - §74-51(d)(5) That the operation will have a significant adverse effect on the purposes of a
publicly owned park, forest or recreation area.
The activities described in this Mine Permit Modification will not have a significant adverse effect on the purposes
of a publicly owned park, forest or recreation area.
Criteria 6 - §74-51(d)(6) That previous experience with similar operations indicates a substantial possibility
that the operation will result in substantial deposits of sediment in stream beds or lakes, landslides, or acid
water pollution.
Land disturbance associated with this Mine Permit Modification consists of construction activities that have a
limited duration. Land disturbance will not be conducted until installation of relevant erosion and sediment
control (E&SC) measures. E&SC measures will not be removed until the tributary drainage area is stabilized with
permanent vegetation or as specified on the Drawings. Erosion and sediment control measures have been
designed and specified in accordance with the North Carolina Department of Environmental Quality Erosion and
Sediment Control Planning and Design Manual.
Criteria 7 - §74-51(d)(7) That the applicant or any parent, subsidiary, or other affiliate of the applicant or
parent has not been in substantial compliance with this Article, rules adopted under this Article, or other
laws or rules of this State for the protection of the environment or has not corrected all violations that the
applicant or any parent, subsidiary, or other affiliate of the applicant or parent may have committed under
this Article or rules adopted under this Article and that resulted in
a. Revocation of a permit,
b. Forfeiture of part or all of a bond or other security,
c. Conviction of a misdemeanor under G.S. 74-64,
d. Any other court order issued under G.S. 74-64,
e. Final assessment of a civil penalty under G.S. 74-64, [or]
f. Failure to pay the application processing fee required under G.S. 74-54.1.
The Quartz Corp (applicant) and its parents and subsidiaries are in substantial compliance with NCGS Chapter 74
Article 7 and other relevant laws of the state.
December 20, 2024 10

Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
3.1.3 Reclamation Bond
Quartz Corp currently holds a reclamation bond in the amount of one million dollars, which is the maximum
amount required by statute. Reclamation bond information is included in Appendix IV.
3.1.4 Calculations
Engineering calculations were prepared to evaluate various aspects of the proposed features. The calculations are
included in Appendix VII and summarized as follows.
3.1.4.1 Stormwater Management
Construction of the improved access road will require installation of stormwater features including:
Culverts;
Channels and inlets;
Energy dissipators; and
Temporary and Permanent Erosion and sediment control practices.
Every proposed culvert was designed to minimize changes from existing conditions upstream or downstream
using 25-year, 24-hour storm data. Channels, inlets and receiving riprap energy dissipators have been designed to
provide downstream stability for culvert outflows from the same 25-year, 24-hour design storm.
The entrance off Highway 226 features culvert C-1 crossing an unnamed tributary to Grassy Creek. The crossing
consists of one 72-inch diameter reinforced concrete pipe designed to pass the anticipated storm without
overtopping the access road. Culvert C-2 is located along the access road, northeast of C-1 and is proposed to be
a 36-inch diameter reinforced concrete pipe. C-3 provides a crossing at the entrance of the turnaround area just
west of the Grassy Creek, this culvert was designed as a 24-inch diameter concrete pipe. Flow from C-2 and C-3
will discharge on Grassy Creek.
On the freshwater reservoir area, a ditch from the neighboring parcel crosses the southernmost property
boundary, its discharge confluents with the flow of an existing stream also crossing from the adjacent property.
The flow of these two sources will be diverted through culvert C-4, cross the access road and discharge to a new
channel, which flows towards Grassy Creek.This culvert is a 36-inch diameter reinforced concrete pipe.
Culvert C-5 is located in the northern side of the freshwater reservoir. It connects a channel, which runs in front of
the pump station, to the North Toe River. This crossing will be through a 24-inch diameter concrete pipe.
Channels were dimensioned to receive the 25-year, 24-hour storm and may be matted according to tractive forces
requirements.
Multiple drop inlets are part of a drainage system circumventing the freshwater reservoir footprint.The final
section of the system consists of two 36-inch diameter concrete pipes discharging to an energy dissipator on the
bank of Grassy Creek.
December 20, 2024 11

Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
3.1.4.2 Freshwater Reservoir
The freshwater reservoir will have an approximate operating volume 22,000,000 gallons, with a minimum
additional two feet of freeboard. The slopes created by excavation to build the reservoir were analyzed for global
stability analyses and meet the targeted factor of safeties. Rock stability analysis was also performed for the areas
were large rock cuts are expected to occur.Analyses show that the cuts meet safety requirements.
3.3 401/404 Permit
Temporary and permanent impacts to jurisdictional waters will occur at an unnamed tributary to Grassy Creek as
part of construction of an improved access road. The Drawings in Appendix III show field-delineated streams
and wetlands and conceptual grades.
Impacts to Waters of the U.S. (jurisdictional waters) are regulated by the USACE through Section 404 of the Clean
Water Act (CWA). The Wilmington District of the USACE handles Section 404 regulatory review. Section 401 of the
CWA grants corresponding regulatory authority to individual states. In North Carolina, the Section 401 regulatory
agency is the NCDWR.
S&ME is developing the documents to apply for an Individual Permit (IP) to the United States Army Corps of
Engineers (USACE) since the project has more than minimal individual or cumulative impacts. No stream or
wetland impacts will be conducted prior to receipt of both a Mining Permit and applicable 404/401 permits.
3.4 NPDES Wastewater Permit
Quartz Corp has a National Pollutant Discharge Elimination System (NPDES) Wastewater Permit (NC0000353) that
expired in 2016. Quartz Corp submitted a letter to NCDENR (now NCDEQ) on July 10, 2015 requesting renewal of
the permit. The NCDEQ prepared a draft NPDES permit renewal on October 17, 2018 which was received by The
Quartz Corp in 2020. Quartz Corp submitted a letter and supporting documents for a permit renewal application
to the NCDEQ on May 4, 2018. The initial July 10, 2015, letter requesting renewal;the NCDEQ draft permit dated
October 17, 2018; and the May 4, 2018 application are included in Appendix Vill.
4.0 CONSTRUCTION
4.1 Construction Sequencing
A general project sequence is provided in subsection 4.1.1., a more detailed sequencing specific for stream/culvert
installation is presented in subsection 4.1.2.
4.1.1 Construction
1. Ensure all applicable permits have been obtained. No stream or wetland impacts will be conducted prior
to receipt of both a Mining Permit and applicable 404/401 permits.
2. Notify the North Carolina Department of Environmental Quality (NCDEQ) Mining Program prior to land
disturbance: Shawna Riddle, 828-296-4617, [e-mail].
December 20, 2024 12

Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina I
S&ME Project No. 213314
3. Hold pre-construction meeting if requested by NCDEQ.
4. Install construction entrance to the site and clear and grub access road until location of proposed dam.
Install initial erosion control measures related to access road installation.
5. Install laydown yards located off access road. Install E&SC measures until laydown areas are stabilized.
6. Install temporary stream crossing and coffer dam upstream of dam area.
7. Begin dewatering pit through filter bag. Install temporary access bridge to pit area.
8. Place structural fill in pit area to bring to grade.
9. Begin placing structural fill for new dam and install dewatering bypass pipe within fill.
10. Begin final grading and stabilization of access road. Install culverts as shown in the design plans. Replace
E&SC measures as needed until stabilization.
11. Begin freshwater reservoir grading. Stormwater shall be managed by pumping until reservoir grades are
achieved. Install reservoir outlet pipe and connect to existing piping for reservoir dewatering as needed.
12. Construct reservoir intake structures, intake piping and discharge piping from reservoir. Install electrical
and pump control systems and test pump systems.
13. Begin placement of subgrade for permanent dam. Install dam cutoff walls once suitable grades are
achieved. Install E&SC measures downstream of dam subgrade placement.
14. Begin installation of geosynthetic liner system for freshwater reservoir and dam. Place cast-in-place
concrete road on dam at completion of liner system installation. Install final road surfaces along access
roads.
15. Begin demolition of the existing dam. Upon removal, stabilize disturbed area with appropriate seed mix.
16. Install permanent vegetation as appropriate. Remove temporary E&SC measures after stabilization of
disturbed areas. Remove cofferdam and restore flows to the newly constructed dam.
4.1.2 Stream/Culvert Installation E&SC and Construction
17. Temporarily remove E&SC measures to facilitate culvert installation.
18. Install coffer dams according to plans and dewater ditch using pumps and filter bags if necessary.Any
dewatering shall be done through filter bags.
19. Contractor shall access stream for placement of coffer dam by foot within limits of disturbance shown on
the plans.
December 20, 2024 13

Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina s
S&ME Project No. 213314
20. Setup pumps interior of coffer dam, hoses, filter bags, intakes, and diffusers as shown on the detail and in
a location as directed by the owner's on-site representative.
21. Prepare area for coffer dam by removing rocks and debris within streambed in order to prepare a level,
depressed area for placement of coffer dams. Reserve any streambed material for replacement when
coffer dams are removed.
22. Continue stacking sandbags as tightly as possible as shown on the detail until the upstream coffer dam is
in place and secure.
23. Contractor shall ensure tight seal of sandbag coffer dam during all phases of installation.
24. Sandbags should be placed along the edges of the coffer dam to keep water from cutting around the
coffer dam.
25. Concurrently, install the downstream coffer dam in the same manner.
26. With temporary dewatering piping, pump, filter bag, and compost filter sock in place, begin pumping
water from between the coffer dams. Keep pump set up in place during construction to continue
pumping if necessary. Additional pump equipment, filter bags, and compost filter socks should be on-
hand in the event of storm events.
27. Contractor shall monitor weather and work in dry conditions to the best extent possible. Contractor is
responsible for stabilizing the construction site to the best extent practical during a storm event.
28. Excavate for the culvert structure. Strip substrate and stockpile. Excavate subgrade soil and stockpile.
Undercut and replace existing soft fill or residual soils beneath culvert area with compacted structural fill
materials as required by pipe specifications.
29. The culvert structure shall be installed in accordance with manufacturers' specifications.
30. Culvert backfilling shall be performed in accordance with the engineered fill/backfill requirements.
31. Where indicated, install coir matting, reinstall silt fence or compost filter sock, and install slope matting.
32. Finalize crossing construction activities per plans.
33. Remove timber mats (if utilized).
34. Remove downstream coffer dam (if utilized). Replace any stockpiled streambed material.
35. Continue pumping any sediment laden material through the filter bag.
36. Remove upstream coffer dam and replace stockpiled streambed material.
December 20, 2024 14

Mine Permit Modification— Permit No. 61-16
The Quartz Corp USA
Mitchell County, North Carolina 111
S&ME Project No. 213314 E
37. Apply soil amendments, seed, and mulch to remaining disturbed areas according to the seeding
specifications.
4.2 Erosion and Sediment Control
Land disturbance will not be conducted until installation of relevant erosion and sediment control (E&SC)
measures. E&SC measures will not be removed until the tributary drainage area is stabilized with permanent
vegetation or as specified on the Drawings. Erosion and sediment control measures have been designed and
specified in accordance with the North Carolina Department of Environmental Quality Erosion and Sediment
Control Planning and Design Manual.
December 20, 2024 15

Figures
1. Site Vicinity Quadrangle Map
2. Site Vicinity Highway Map

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DIVISION 13 DISTRICTI MITCHELL COUNTY NORTH CAROLINA 121

Appendix I - Property Boundary Survey

The Feldspar Corporation Randy Clark
Berry Chapel Baptist Church Book of Instruments 269 at Page 55 Tract 3 Book of Instruments 537 at Page 946
Parcel I.D. No. 0799-06-38-7831
Parcel I.D. No. 0799-06-38-2709 Parcel I.D. No. 0799-06-38-5764 ��� Area = 1.710 Acres
Plat Book 1 at Page 4 ������' . Manuel and Rebecca Biddix
Berr Chapel Baptist Church •� �y> I oo Record of Deeds 140 at Page 616
LINE TABLE Y P P m I ��o� ,-� S / Parcel I.D. No. 0799-06-38-8703 Hwy 19E
LINE BEARING LENGTH Book of Instruments 183 at Page 658 �1t1 �`�' . SO T�g?o���03 / / Manuel and Rebecca Biddix Altapass
Li S47°19'09"W 13.00 Parcel I.D. No. 0799-06-28-9742 �dOO l Tie Line 00- O s r Site Hwy
� •2 i N83°2529'E � �o \ • / ,Record of Deeds 140 at Page 6i4 To
cS V Parcel I.D. No. 0799-06-38-8659 Burnsville
L2 N42040'51"W 50.00 Feldspar Floation Corporation �s�. ti'�. �'' 37.5s' f, + / S42°4O'51 50.00'
d�° 4 o �� Ronald Deyton
Deed of Records 112 at Page 459 & sr�• / •l 0d 5� �Q, /
�? l �cS A• 0� Existin 5 8" Rebar Book of Instruments 232 at Page 62 Lee Wyatt Rd
Parcel I.D. No. 0799-05-28-2763 �� s ` 0 g / Parcel I.D. No. 0799-06-38-8652
l B di 6' , A `� S, NCSR 1226
Surveyed by William E. Arrowood PLS. L-1510 9c� es 3 I A� \f
5 co Hieke St James Presnell
Map No. 98-M-01-215 dated July 29, 1998 .9 d 4o °0 o�`U L1 y Hwy 226
CSX Railroad �y �o 6`b 0 J� _ 3Q Right Of Way Record of Deeds 130 at Page 254 Carters
�� ��_ A• `�/ Existing \ Ridge NCSR Rd
r' S87°O9'54'� Ado tiy 1" Pipe Existing Spikealrad / Parcel I.D. No. 0799-06-38-8652
Point located 6 s
365.56' °� ° ��, N42 40'51"W / Richard Smith
• � N12°3945'E 1.14' � �� � i�� � •c'�.
\ from an Existing 1/2" Conduit �2' S42 3212'E l`�u� �, RS, \/ 150.00' �cS O' / Book of Instruments 588 at Page 592
d' o Tract 2 °� z' c9 eS \ Parcel I.D. No. 0799-06-48-0513
�4 135.58' oz'?-rn� l� 1
-`-North Toe . . "� Area = 4.242 Acres 51 ° o-o�' j �' / �� Debbie Mckinney Dale Rd To
River - � CB=S86 45'22"W i� 0 6' J_T47*19'09'E 13.00'
- - s84°z Book of Instruments 609 at Page 766 CD=7.72 � �'� f0 ° Book of Instruments 259 at Page 448 NCSR 1106 Marion
- - _ 4'05'E Tie \ _ c� rn o �-N42 40'S1"W \ , / Parcel I.D. No. 0799-06-48-0457
..._...-...-...� _
. \ 551.02' Ian_ - CB=N83°20'S4"W L=7.72 C srn- O 102.50' Vicinity Map
CD=276.99 R=673.75 CB=N75°53'14' Existing 1 1/4" �/ The Feldspar Corporation
lb
The Feldspar Corporation 23 2� L=278.46 y CD=394.61 Iron Pipe Book of Instruments 300 at Page 611
Record of Deeds 161 at Page 140 \\ �4B' R=780.25 c�� L=400.48 �llr Existing 1/2 Conduit Parcel I.D. No. 0799-06-48-0218
Parcel I.D. No. 0799-05-18-9542 sT00 �� R=673.75 S� N42°43'13"W N=798,449.49'
Oy2', �J ° Surveyed b William E. Arrowood PLS. L-1510
Surveyed by William E. Arrowood PLS. L-1510 \\ O� CB=S75°IO 58"E 56 S86 25'40"W -.� ��s\206.90' E=1,094,055.06 Map No. 98-M-01-215 dated July 29, 1998
Map No. 91-M-01-104-4 dated January 30, 1991 �cr�6, �:� CD=21 L=2 2OB' \� CSX Raiboad 142 70 �\S47°28'32"W The Feldspar Corporation
\ 'jam, , L=215.97 Book of Instruments 518 at Page 375
.. R=3005.50 Tie Line �_ 149.86 CSX Railroad Parcel I.D. No. 0799-00-48-6159 g
N86°25'40"E 52391.422E Exist mngg Railroad Spike �� Surveyed by Stewart Leadbitter PLS
S5815 33'E 90.03 / Ma No. ST-10031-OOC
142.70' 1 s 83°48'34"E 57.26' p
CB=S83°20'54' 1e 1„ S88054'30 90.98' N53°04'03"E The Quartz Corp USA
CD=S83*2 CSX Railroad ?eo, jv ° , 38.77 Book of Instruments 634 at Page 594
Existing 1/2" Conduit \ �S's S00 47 44� / i Parcel I.D. No. 0799-00-48-8082
\ �Nort L=314.15 Bsl, 63.50' Surveyed by Marvin J. Nunley PLS. L-4413
Toy' Rlper R=880.25 CB=S76012'56"E l92 �'l�, � Job No. 21-059 Dated May 13, 2021
CD=342.33 °BO' Tie I
Tract 4 s31°oe'29"w ! oExisting 5/8" Rebar
L=347.62 100.00' \CB=269.0 oS"w _`_ , , I o Real Solutions Now LLC
Area = 2.819 Acres R=573.75CD=269.09 s19°44 zo'W �►
L=272.28 153.80' �• Book of Instruments 575 at Page 431
Alan Phillips et. al. _- Nol'th Toe R=512.12 I Parcel I.D. No. 0799-00-58-0152
River N49°39'01"W 30.04' S, \_ �?I Surveyed by Marvin J. Nunley PLS. L-4413
Book of Instruments 515 at Page 394 �- Job No. 17-028 Dated February 8, 2017
Parcel I.D. No. 0799.09-18-4028 _ N3502257"W 63.01' ° 00 ,
Surveyed by David Biggerstaff PLS. L-3890 ✓ CB=N86 41 567E 2BBB0, I , ,
Map No. 98-M-01-106 Dated January 19, 1998 / CD=690,29 S77°O713'� 150.06
\ L=733.89. " gebat Existing 5/8" Rebar
xo° N22°26'OO"W 138.49' R=61025 yO. 2 �/
1I2 93 `' Re • N77°O7'13"W 161.81'
l�$�
- E 15 Existing 5/8" Rebar
N54°41'47"W 67.51' S��° N,�t9o9�s8g 99 /' �� North Toe River
N55001'46"W 86.07'
\ / \SI0053'07"W -
Existing 5/8" Rebar S65° 57
\ ` 52 "W' 98.85
in Fence line •'\. �' •�' ' '� 162.95'
N=797,638.40' Existing 3/4" Iron Pipe ` S72°48 30"W
_ m Fence Line
N 9'22"W '' 114.86' The Feldspar Corporation
S86°17'50' '-� o 7
182.2.38 S72°03 56"W Book of Instruments 238 at Page 185
c N77°2754"W S75023'15"W 111.35' Parcel I.D. No. 0799-00-67-1217
Alan English li 1781.50' o CQ 185.16 136.30 Surveyed by William E. Arrowood PLS. L-1510
° Ma No. 94-M-01-100 dated January 10, 1994
Book of Instruments 282 at Page 197 S8718 04"W p Y
Parcel I.D. No. 0799.09-06-8914 " 149.67'
Surveyed By John E. Keen PLS. L-2991 Existing 1" Iron Rod // Existing 1 Rebar
Map No. 97-110 MS dated March 24, 1997 at Fence Corner / / �j in Fence Line
N=797,523.34'
E=1,093,098.27'
o,Cb , / / Notes:
A •�0 Tract 1 �a 1. The precision of the unadjusted traverse is not less than 1:1O,0OO
Area = 95.467 Acres / / /� 4° 2. Bearings are relative to NC NAD83/2011.
1 distances are horizontal measurements, and the area has been calculated
by the coordinate geometry method.
3. A portion of this property is located in flood hazardous area.
4. There are no recoverable NCGS monuments within 2,000 feet of this property.
5. o denotes a 5/8" rebar or railroad spike set unless otherwise noted
6. a denotes a calculated point.
/ �/ •�� 7. - boundary lines.
IAe 8. - • • -right-of-way lines.
Jeffery Harding _ 9. ---- utility lines.
Book of Instruments 340 at Page 23 \ 10.- - adjacent property lines.
Parcel I.D. No. 0799.09-06-8914 Existing 1/2" Rebar \ 11 CO 11. tie lines.
o Cn 12.- X- fence lines.
Richard V. Buchanan 13. ro, utility pole.
prftt, S01VGravW Road_ 14. No title search has been performed by Mountaineer Land Surveying.
Book of Instruments 143 at Page 46 15. No improvements located at time of survey.
Parcel I.D. No. 0799.09-06-9766 �B� _ _ - - - - =� - \ 1 16. Revised September 27, 2023 to show boundary of Quartz Mica Facility
Douglas Willis ����Oo / i \ between tracts 2 and 4.
1 Book of Instruments 453 at Page 582 �'• ' /
Parcel I.D. No. 0799.09-06-8201 Existing 1" Iron Rod _ I Sibelco North America, INC.
/ /
Surveyed By William E. Arrowood, PLS. L-1510 \ GOON / \ � � ,. •- � �' � � 11 Book of Instruments 591 at Page 631
Drawing no. 01-M-01-103 dated February 22, 2001 / \ Gr
• $SS,y CI. �''•�_••'`� Parcel I.D. No. 0799-46-9993
eek ��
• /' ,��. \ .� •` � Surveyed by Mallonee Surveying PLS-2419
Existing 5/8" Rebar N23015'26' l� / \I - July 23, 1977
N= "Temps" \\ 151.31'
E=1,094 094,375.86' \
N80 5.92' �� �� This is a boundary survey of a portion
Scale Factor=0.999939999 I / Dam \\
,00 1 S89°59 O3"W
recorded in Record of Deeds 105 at Page 527
s39°38'01"w Exist' 1 2" Rebar 1960.66'
6719.15'(Grid) e'b `� mg / Existing 3/4" Pipe g
N=796,597.91'
\ ��O ��� �I E=1,093,664.71' as conveyed to Feldspar Milling Company, Inc.
NCGS "Cemetery" / \ �1t II I
N=797,671.24' 0 Book of Instruments 594 at Page 598
E=1,090,089.87' \
Scale Factor=0.99993707 30" White Oak I co sibeleo North America, INC. I
Book of Instruments 591 at Page 631 609 a t Page 766 and 563 a t Page 254
S32*15'01'E� 5/8" Rebar 10' online I Parcel I.D. No. 0799-25-7812
Bert Reed 1729.98' each way from 30" White Oak I nt
= \ Surveyed By William E. Arrowood, PLS. L-1510
w i I \ Drawingno. 91-M-01-144 dated March 29, 1991 as conveyed to The Quartz Corp USA
Book of Instruments 147 at Page 138 � tiI
Parcel I.D. No. 0799.09-06-6670 e� � \ Book of Instruments 271 at Page 174,
o CID' S1603323"E SURVEYORS CERTIFICATE
g inni Be n `� \��' . .97'
g � �107 I, Marvin J. Nunley, certify that this map was drawn under my 238 at Page 183,, Record of Deeds 161 at Page 140,
,
Existing 2" Pipe � •'�� ''� I\ supervision from an actual survey made under my supervision, 134 a t Page 65 and 144 a t Page 266
N=796,208.23' �• •ti �� Branch Private Gravel Road SO9014'55"E that the error of closure as calculated by latitude and departure
E=1,091,012.92' 01 I \ �129.96' is not more than 1:10,000, that the boundaries not surveyed
N10°43'08' '�- �. II are clearly indicated with their source, and that this map was as conveyed to The Feldspar Corportion
51.80, �� N72013'471W prepared in accordance with G. S. 47-30 as amended and that
112.99' I S87°18'34"E this map meets the requirements of The Standards of Practice
I -/153.69' for Land Surveying in North Carolina (21 NCAC 56.1600). Record of Deeds 108 at Page 145
R=6155.00 `• �` /I' f This survey is of an existing parcel of land within the area of a
o Existing5 8" Rebar Existin 5 8 Rebar county or municipality that has an ordinance that regulates
CB=N54 O6'04"W ° \ / g / " parcels of land. Witness m original si nature, registration as conveyed to The Feldspar FI o t a ti on Corporation Inc.
N54 54'02'E \ Sign P Yfg g
�►- number and seal this 3rd day of _Januar
CD=123.62 125.59 y -Y__ A.D., 20 23_
Jack Pittman Existin 1 2" o
o� \ / �S55 05 38"W Toe River Valley Watch ,
Book of Instruments 648 at Page 148 Exist' Branch _... condui Unsigned PDF Co CAR for
Parcel I.D. No. 0799.09-05-8949 1/2" e � i � � _ 238.99 Book of Instruments 646 at Page 569 g Copy
P.L.S., L-4413 ;� '� �••S s••'�Ll �;,
,Y.• \ Parcel I.D. No. 0799-00-15-9449 O*E IOd,.•
Hwy 226 \ \ �• Surveyed By Marvin J. Nunley, PLS L-4413 NC Business License No. C-272i R4 QC•• Y - Th
eQuartz Corp
N61°O9'39"W Job No. 21-023 dated April 6, 2021 _
SEAL
100 Right of Way \ / 44.87' = * * =
Dewey Powell Estate \. sign = L-4413
Book of Instruments 203 at Page 298 72013'47"W 15.00' :$• ��'•� Grass Creek Townshi
Parcel I.D. No. 0799.07-15-1781 \ d Felds ar Millin Com an
L=400.34 ��� S17°04'36"W p g Company Scale is 1 `150' (1:1800) - �• quo.*
y�' 'y P
' 86.74' l Record of Deeds 105 at Page 527 0 75, 150, 300' 450' 600' �I ••••• ��•` Mi t eh ell County-North Carolina
R=1146.50 �+ Parcel I.D. No. 0799.00-27-3171 (Remainder) ''• N J. � �`
CB=N43031'2O"W\ N I \
S1802529"W I I II January3 2023
CD=398.31
William Seckel ° , , l= \ 137.37' j Sue Wiseman Mountaineer Land Surveying, P.A. Revised September 27 2023
Book of Instruments 543 at Page 184 N891318'W , Book of Instruments 358 at Page 904
24.25' �� N89°1318"W Parcel I.D. No. 0799.09-15-5489 29 Summit Avenue-Spruce Pine-North Carolina-28777 (828) 765-5646 Job No. 22-144B REV
Parcel I.D. No. 0799.09-15-2518 1, 71.96
Surveyed By Robert Grindstaff PLS. L-1294

Appendix II - North Carolina Mining Permit Application

NORTH CAROLINAIMNING State of North Cam"r 1612 Mail Service Cwter
PERMIT APPLICATION Department of Environmental Quality Raleigh,NC 27699-1612
Division of EmW,f kwail,and Land Resources (919)707
NOTE;ft is recommerded that you contact the appropriate RegimW Office or the fkaleo Cep Office for a PRE-
APPUCATiON MEETING to discuss your intentions and address any questions.
Revised
Page
1. Name of Mine The Quartz Corp. USA-Spruce Pine
County Mitchell River Basin French Broad
Latitude(decimal degrees to four
per) 35.9020
Longitude(decimal degrees to four
places) -82.0640
2. Name of Applicant The Quartz Corp.USA
Applicant Contact Jeffrey Curtis Consultant Contact Lilma R Schimmel, P.E.
Applicant Email [e-mail] Email [e-mail]
Telephone [phone] Telephone [phone]
Cell Phone [phone] Cell Phone [phone]
3 Permanent Address for Receipt of
Official Mail** PO Box 309 Spnrce Pine, North Carolina 2$777
4, Mine Office Address 797 Altapass Highway Spruce Pine,North Carolina 28777
5. Mine Manager Rolf PipTert
Mine Manager Email rolf.popert@thequart ecorp.com
Telephone [phone] Cell Phone
I certify that all details contained in this permit application are true and correct to the hest of our knowledge.We
fuVy urAersbW that any wWW rrdstepresentatim of facts will be cat for pemdt mocahm
Signature"*` _ _ Date 12/18/2024
Prim Name scm Reece
Title Human Resmime Manager'
*This will be the name that the minmg permit will be issued to and the name that must be indicated on the redamatim bond(security)that
cmfewrcls to ft SAS.
*''Thz DNisw of Eby,Ate,mitt tad Resmews=4 be roMed of ary dwxjes in the pertrawt adders or tie mu sber.
ni of opt otter rear t.
G.S.74-51 provides that the Department shall grant or deny an application for a permit within 60 days of receipt of a complete
applicatim or,if a public hang is held,wifhht 30 days Wowing the tag aril the tilng of any supplemental motion
required by the DepartmenL All questions must be addressed,and all required maps provided before this application can
be coraidwed awapWle,Mach adftkmall sheets as ram.
Revised September 21,2021 P a g e ; 1

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
NOTE:All the following questions must be thoroughly answered regarding your mining operation for the intended
life of the mine.All responses must be clearly conveyed on a corresponding, detailed mine map.
Revised
A.GENERAL CHARACTERISTICS OF THE MINE Page
1. Answer all the following that apply:
This is an application for a NEW permit.
Indicate the total acreage at the site to be covered by the permit
(This is the acreage the new permit fee will be based upon.)
Of this acreage,how much is owned and how much is leased?
Acres owned: Acres leased:
Property owner if leased:
❑X This is an application for a MODIFICATION to a mining permit.
Mining Permit Number: 61-16 Total permitted acreage: 102.42 Acres
Does the modification involve acreage within the previously approved permitted boundary?
YES F-1NO
If yes,indicate the acreage to be covered by this modification 19.35 Acres
Does the modification involve acreage outside the previously approved permitted boundary?
YES �NO
If yes,indicate the additional acreage to be covered by this modification
NOTE:You must complete all of Section F of this application form entitled Notification of Adjoining
Landowners
Of the acreage to be added to the permit,will any portion be affected(i.e.:disturbed,ground cover
removed)by the mining operation?
IN YES NO
If yes,indicate the acreage to be affected within the acreage to be added to the permit 19.35 Acres
The modification fee is based upon the proposed new affected acreage within the previously
approved permitted boundary plus the proposed total acreage to be added outside the previously
approved permitted boundary.
This is an application for TRANSFER of a mining permit.
Mining Permit Number: Total permitted acreage:
Revised September 21, 2021 P a y e 12

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
MINING FEE SCHEDULE
A nonrefundable permit application processing fee when filing for a new mining permit,permit modification,or transferred permit is
required as follows: Revised
Page
APPLICATION TYPE 0—25 ACRES 26+ACRES
New Permit Applications $3,750.00 $5,000.00
Permit Modifications $750.00 $1,000.00
Permit Transfers $100.00 $100.00
Annual Operating Fee $400.00 $400.00
Acres for new permits means the total acreage at the site to be covered by the permit.Acres for modification of permits means the
new affected acres within the previously approved permitted boundary plus the proposed total acreage to be added outside the
previously approved permitted boundary.
2. Name of all materials mined: N/A
3. Mining Method:
❑ Hydraulic Dredge ❑Front-end Loader&Truck Shovel&Truck
❑ Dragline&Truck ❑ Self-loading Scraper RExcavator&Truck
❑X Other(please explain): No mining to be done relating to this modification
4. Expected maximum depth of mine(feet)
Depth is relative to what benchmark?(e.g., natural ground level, mean seal level,road elevation,etc.)
Expected average depth of mine(feet)
5. Has AaDy area at this site been mined in the past?
YESIAI NO
If yes,when and by whom was this activity conducted? previous owners, prior to 1965
6. Estimated life of the operation(years):
NOTE:The Department may request clarification on how life of mine was calculated.
Revised September 21, 2021 P a g e 3

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh,NC 27699-1612
Division of Energy,Mineral,and Land Resources [phone]
B.MAPS
1. Clearly mark and label the location of your mining operation on six(6)copies of a 7.5-minute quadrangle and a county
highway map.These maps,in addition to six(6)copies of all mine maps and reclamation maps, must be submitted
with each permit application.
Revised
7.5-minute quadrangles may be obtained from the N.C.Geological Survey: Page
Mailing Address Physical Address
1612 Mail Service Center 512 N.Salisbury St.,5th Floor
Raleigh,NC 27699-1612 Raleigh,NC 27604
Http://Portal.ncdenr.org/web/Ir/geological home [phone]
County highway maps may be obtained from the N.C.Department of Transportation:
Mailing Address Physical Address
NCDOT GIS Unit NCDOT GIS Unit
1587 Mail Service Center 3401 Carl Sandburg Court
Raleigh,NC 27699-1587 Raleigh,NC 27610
http://www.ncdot.rg/it/gis [phone]
2. A table/chart must be provided on the mine map that clearly lists the approximate acreage of tailings/sediment ponds,
stockpiles,waste piles, processing areas/haul roads,mine excavations and any other major aspect of the mining
operation that is proposed to be affected/disturbed during the life of the mining permit.A table/chart similar to the
following will be acceptable:
AFFECTED ACREAGE TABLE:
For new permits,complete only the total affected acreage column.
For modifications,complete all columns.
CATEGORY CURRENT AFFECTED PROPOSED CHANGE TO TOTAL AFFECTED
ACREAGE AFFECTED ACREAGE ACREAGE
Tailings/Sediment Ponds 0.06 0.06
Stockpiles 1 .20 -0.61 0.59
Waste piles
Processing Areas/Haul Roads 15.54 22.41 37.95
Mine Excavations 2.45 -2.45 0.00
Other(Please explain)
Total Affected Acreage 19.25 19.35 38.60
Total Permitted Acreage 102.42 102.42
Revised September21, 2021 14

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
3. Mine maps must be accurate and appropriately scaled drawings,aerial photographs,or enlarged topographic maps of
the entire mine site.All aspects of the mine site must be clearly labeled on the maps along with their
corresponding(approximate)acreage.Thus,all mine and reclamation maps must denote those activities that
are intended to be conducted during the life of the mining permit.All maps must be of a scale sufficient to clearly
illustrate the following,at a minimum:
a) Property lines of the tract or tracts of land on which the proposed mining activity is to be located including
easements and rights-of-way.
b) Existing or proposed permit boundaries with geographic controls(e.g. metes and bounds,coordinates)labeled
c) Initial and ultimate limits of clearing and grading
d) Outline and width of all buffer zones(both undisturbed and unexcavated)
e) Outline and acreage of all pits/excavations
f) Outline and acreage of all stockpile areas
g) Outline and acreage of all temporary and/or permanent overburden disposal areas
h) Location and acreage of all processing plants(may be described as to location and distance from mine if
sufficiently far removed)
i) Locations and names of all streams,rivers,and lakes
j) Outline and acreage of all settling and/or processing wastewater ponds
k) Outline and acreage of all planned and existing access roads and on-site haul roads
1) Location of planned and existing on-site buildings
m) Location and dimensions of all proposed sediment and erosion control measures
n) Location of 100-year floodplain limits and wetland boundaries
o) Names of owners of record, both public and private,of all tracts of land that are adjoining the mining permit
boundary; if an adjoining tract is owned or leased by the applicant or is owned by the lessor of the mine tract,
names of owners of record of tracts adjoining these tracts that are within 1,000 feet of the mining permit boundary
must be provided on the mine map.
p) Names of owners of record, both public and private,of all tracts of land that are adjoining the mining permit
boundary which lie directly across and are contiguous to any highway,creek,stream, river,or other watercourse,
railroad track,or utility or other public right-of-way. If an adjoining tract is owned or leased by the applicant or is
owned by the lessor of the mine tract, names of owners of record of tracts adjoining these tracts,that are within
1,000 feet of the mining permit boundary,must be provided on the mine map(s).NOTE:"Highway"means a road
that has four lanes of travel or less and is not designated as an Interstate Highway.
q) Map legend
1) Applicant name 5) Scale
2) Mine name 6) Symbols used and corresponding names
3) North arrow 7) Date prepared and revised
4) County 8) Name and title of person preparing map
Map scales should meet the following guidelines:
PERMITTED ACREAGE MAP SCALE
0—49 acres 1"=50'
50—199 acres 1"= 100'
200+acres 1"=200'
NOTE:Smaller scaled maps may be acceptable if they clearly illustrate the above items.
NOTE: In addition to the above,the maps must also include any site-specific information that is provided in
the answers to the following questions(italicized questions/statements)in this application form.This
application will not be considered complete without all relevant items being adequately addressed on the mine
maps.
Revised September 21, 2021 P a g e 15

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
C. PROTECTION OF NATURAL RESOURCES
1. Describe in detail the sequence of events for the development and operation of the mine and reference the sequence
to the mine map(s).Attach additional sheets as needed. Revised
See additional information on next page. Page
2. Describe specific erosion control measures to be installed prior to land disturbing activities and during mining to
prevent offsite sedimentation(include specific plans for sediment and erosion control for mine excavation(s), waste
piles, access/mine roads,and process areas),and give a detailed sequence of installation and schedule for
maintenance of the measures.Locate and label all sediment and erosion control measures on the mine map(s)and
provide typical cross-sections/construction details of each measure. Engineering designs and calculations are required
to justify the adequacy of any proposed measures.
Erosion control device locations, installation details, and maintenance requirements are shown
on the Drawings. Erosion control measures are anticipated to include the following: silt fence,
reinforced silt fence, compost filter socks, construction entrance, erosion control blanket or
flexible growth media, temporary bridge and coffer dam.
3. A)Will the operation involve washing the material mined,recycling process water,or other wastewater handling?
YES FX
If yes, briefly describe all such processes including any chemicals to be used.
No wastewater handling associated with proposed modification.
B)Will the operation involve discharging fresh or wastewater from the mine or plant as a point discharge to the waters
of the State?FI YES FX
If yes, briefly describe the nature of the discharge and locate all proposed discharge points(along with their method of
stabilization)on the mine map(s).
No additional discharge associated with proposed modification. Process water is
treated through an on-site filtration system prior to discharge to the North Toe
River (Permit No. NC0000353).
Revised September 21, 2021 6
Add Addtional Sheets

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
Additional Information
Revised
Page
Please use the space below to provide additional information to answer the questions in the application. Please clearly
indicate which question is being continued on the additional space.
Construction
1.0btain plan approval and permits prior to beginning proposed work. Conduct
pre-disturbance meeting at least one week prior to beginning clearing activities.
2.Install construction entrance to the site and clear and grub access road until location
of proposed dam. Install initial erosion control measures related to access road
installation.
3.Install laydown yards located off access road. Install E&SC measures until laydown
areas are stabilized.
4.Install temporary stream crossing and coffer dam upstream of dam area.
5.13egin dewatering pit through filter bag. Install temporary access bridge to pit area.
6.Place structural fill in pit area to bring to grade.
7.13egin placing structural fill for new dam and install dewatering bypass pipe within fill.
8.Begin final grading and stabilization of access road. Install culverts as shown in the
design plans. Replace E&SC measures as needed until stabilization.
9.Begin freshwater reservoir grading. Stormwater shall be managed by pumping until
reservoir grades are achieved. Install reservoir outlet pipe and connect to existing piping
for reservoir dewatering as needed.
10.Construct reservoir intake structures, intake piping and discharge piping from
reservoir. Install electrical and pump control systems and test pump systems.
11.Begin placement of subgrade for permanent dam. Install dam cutoff walls once
suitable grades are achieved. Install E&SC measures downstream of dam subgrade
placement.
12.13egin installation of geosynthetic liner system for freshwater reservoir and dam.
Place cast-in-place concrete road on dam at completion of liner system installation.
Install final road surfaces along access roads.
13.Begin demolition of the existing dam. Upon removal, stabilize disturbed area with
appropriate seed mix.
14.Install permanent vegetation as appropriate. Remove temporary E&SC measures
after stabilization of disturbed areas. Remove cofferdam and restore flows to the newly
constructed dam.
Revised September 21, 2021 Additional Information
Add Addtional Sheets

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
C)Will any part of the proposed mine excavation(s)extend below the water table?
YES � NO
If yes,do you intend to dewater the excavation(s)?
YES NO
Estimated withdrawal rate in gallons per day:
If yes,what impact,if any,will mine dewatering have on neighboring wells?Locate all existing wells on the mine
map(s)that lie within 500 feet of the proposed excavation area. Provide data to support any conclusions or statement
made,including any monitoring well data,well construction data, and current water withdrawal rates. Indicate whether
the proposed mine locale is served by a public water system or private wells.
D)If you answered yes to any of the above questions, provide evidence that you have applied for or obtained the
appropriate water quality permit(s)(i.e., non-discharge, NPDES,Stormwater,etc.)from the Stormwater Program. In
addition,the applicant is required to register water use with the Division of Water Resources,Ground Water
Management Branch,if the operation withdraws more than 10,000 gallons per day and needs a capacity use permit
from the Division of Water Resources,Ground Water Management Branch,if the operation lies in a capacity use area
and withdraws more than 100,000 gallons per day.
4. A)Will the operation involve crushing or any other air contaminant emissions?
YES ZNO
If yes,indicate evidence that you have applied for or obtained an air quality permit issued by the Division of Air Quality
or local governing body.
B)How will dust from stockpiles,haul roads,etc.,be controlled?
During construction, water trucks or other means that may be necessary will be utilized to
prevent dust from leaving the permitted area.
Revised September 21, 2021 P a g e 17
Add Addtional Sheets

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
5. A)A buffer will be required between any mining activity and any mining permit boundary or right-of-way. It may be an
unexcavated buffer(no excavation, but roadways,berms,and erosion&sedimentation control measures may be
installed within it),an undisturbed buffer(no disturbance within the buffer whatsoever),or a combination of the two,
depending upon the site conditions. Note that all buffers must be located within the mining permit boundaries.
How wide a buffer will be maintained between any mining activity and any mining permit boundary or right-of-way at
this site?A minimum buffer of 25 feet is recommended,although a wider buffer may be needed depending on site
conditions. Show all buffer locations and widths on the mine map(s).
An undisturbed buffer of 25 feet is incorporated where the mine permit extents adjoin property
not owned by The Quartz Corp, with the exception of the proposed driveway access at NC
Highway 226 and where mining assets consist of existing building and process facilities.
B)A minimum 50 foot wide undisturbed buffer will be required between any land disturbing activities within the mining
permit boundaries and any natural watercourses and wetlands unless smaller undisturbed buffers can be justified.
Depending on site conditions,a buffer wider than 50 feet may be needed.
How wide an undisturbed buffer will be maintained between any land disturbing activities within the mining permit
boundaries and any natural watercourses and wetlands at this site?Show all buffer locations and widths on the mine
map(s).
An undisturbed buffer of 25 feet is incorporated around any natural watercourses and wetlands
within the permit boundary. The 25-foot buffer is consistent with the buffer width shown on the
existing Mine Permit Map. Erosion control measures will be used in addition to these buffers to
reduce any potential off-site sediment.
6. A)Describe methods to prevent landslide or slope instability adjacent to adjoining permit boundaries during mining.
Minimum 2 horizontal to 1 vertical slopes or flatter for clayey material and minimum 3 horizontal to 1 vertical slopes or
flatter for sandy material are generally required unless technical justification can be provided to allow steeper slopes.
The angle for graded slopes and fills shall be no greater than the angle which can be retained by
vegetative cover or other adequate erosion control measure, structure, or device. In any event,
exposed slopes or any excavated channels, the erosion of which may cause off-site damage
because of siltation, shall be planted or otherwise provided with groundcover, devices or
structures sufficient to restrain such erosion.
B)Provide a cross-section on the mine map(s)for all fill slopes(berms, waste piles, overburden disposal areas,etc.),
clearly indicating the intended side slope gradient,installation of any benches and/or slope drains(with supporting
design information)if needed, and the method of final stabilization.
Revised September 21, 2021 P a g e 18
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NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
C)In excavation(s)of unconsolidated(non-rock)materials,specify the angle of all cut slopes including specifications
for benching and sloping. Cross-sections for all cut slopes must be provided on the mine map(s). Revised
Cut soil slopes shall be graded to a slope of 2 horizontal to 1 vertical or flatter and shall be Page
stabilized per the plans.
D)In hardrock excavations,specify proposed bench widths and heights in feet.Provide cross-sections of the mine
excavation clearly noting the angles of the cut slopes, widths of all safety benches and mine benches, and the
expected maximum depth of the excavation.
N/A
7. Describe other methods to be taken during mining to prevent physical hazard to any neighboring dwelling, house,
public road,or public,commercial or industrial building from any mine excavation.Locate all such structures on the
mine map if they are within 300 feet of any proposed excavation.
N/A
8. Describe what kind of barricade will be used to prevent inadvertent public access along any high wall area and when it
will be implemented.Vegetated earthen berms,appropriate fencing and adequate boulder barriers may be acceptable
high wall barricades.A construction detail/cross-section and location of each type of barricade to be used must be
indicated on the mine map(s).
A gate and fence will be installed to restrict public access to the proposed site entry from Highway 226.
As part of future site reclamation activities a fence will be added around the excavation area for the
proposed freshwater reservoir.
9. Are acid producing minerals or soils present?
YES ❑X NO
If yes, how will acid water pollution from the excavation,stockpiles,and waste areas be controlled?
Revised September 21, 2021 9
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NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone] Revised
Page
10. A)Describe specific plans(including a schedule of implementation)for screening the operation from public view such
as maintaining or planting trees,bushes or other vegetation, building berms or other measures. Show the location of all
visual screening on the mine map(s)and provide cross-sections through all proposed berms or proposed spacing,
sizes and species for tree plantings.
Existing vegetation shall be maintained between the facility and public thoroughfares to screen
the operation from the public. Additional screening methods, such as constructing earthen
berms, shall be employed as deemed appropriate by the Department. A gate and fence will be
installed to keep public off the proposed access road.
B)Could the operation have a significantly adverse effect on the purposes of a publicly owned park,forest,or
recreation area? If so,how will such effects(i.e.,noise,visibility,etc.)be mitigated?
N/A
11. Will explosives be used?
Z YES NO
If yes,specify the types of explosive(s)and describe what precaution(s)will be used to prevent physical hazard to
persons or neighboring property from flying rocks or excessive air blasts or ground vibrations. Depending on the mine's
location to nearby structures, more detailed technical information may be required on the blasting program(such as a
third-party blasting study).Locate the nearest offsite occupied structure(s)to the proposed excavation(s)on the mine
map and indicate its approximate distance to the proposed excavation.
A freshwater reservoir that will be constructed within the permit boundary. The freshwater
reservoir is necessary to provide suitable water during time periods when the water in Grassy
Creek is too turbid for use in mineral processing operations. Blasting will be required during
construction to achieve design grades. Blasting Plan will be developed for excavation and is
intended for construction only.
12. Will fuel tanks,solvents,or other chemical reagents be stored on-site?
YES F-1NO
If yes, describe these materials, how they will be stored and method of containment in case of spill. Indicate the
location(s)of all storage facilities on the mine map(s).
Chemicals used as part of ore processing are stored in secondary containment and include:
diesel fuel, sulfuric acid, hydrofluoric acid, hydrated lime, alum, Customine, and Custofloat. A
double-lined gasoline fuel tank is also present for fueling vehicles.
Revised September 21, 2021 Page 10
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NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
D. RECLAMATION PLAN
1. Describe your intended plan for the final reclamation and subsequent use of all affected lands and indicate the
sequence and general methods to be used in reclaiming this land.This must include the method of reclamation of
settling ponds and/or sediment control basins and the method of restoration or establishment of any permanent Revised
drainage channels to a condition minimizing erosion,siltation and other pollution. This information must be illustrated Page
on a reclamation map and must correspond directly with the information provided on the mine map(s). In addition,
design information,including typical cross-sections,of any permanent channels to be constructed as part of the
reclamation plan and the location(s)of all permanent channels must be indicated on the reclamation map.
See Additional Information on next sheet.
2. Is an excavated or impounded body of water to be left as part of the reclamation?
YES F ]NO
If yes, illustrate the location of the body(s)of water on the reclamation map and provide a scaled cross-section(s)
through the proposed body(s)of water.The minimum water depth must be at least 4 feet, measured from the normal
low water table elevation, unless information is provided to indicate that a shallower water body will be productive and
beneficial at this site.
Will the body(s)of water be stocked with fish?
YES FX NO
If yes,specify species.
3. Describe provisions for safety to persons and to adjoining property in all completed excavations in rock including what
kind of permanent barricade will be left.Acceptable permanent barricades are appropriate fencing,large boulders
placed end-to-end,etc. Construction details and locations of all permanent barricades must be shown on the
reclamation map.
A gated fence will be installed around the proposed freshwater reservoir as part of site
reclamation activities.
Revised September 21, 2021 Page 111
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NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
4. Indicate the method(s)of reclamation of overburden,refuse,spoil banks or other such on-site mine waste areas,
including specifications for benching and sloping. Final cross-sections and locations for such areas must be provided
on the reclamation map.
See Additional Information sheet. Revised
Page
5. A)Describe reclamation of processing facilities,stockpile areas,and on-site roadways.
See Additional Information sheet.
B)Will any on-site roadways be left as part of the reclamation?
YES F ]NO
If yes, identify such roadways on the reclamation map and provide details on permanent road and ditch line
stabilization.
See Reclamation Plan in the Drawings for location of roads to remain.
6. Describe the method of control of contaminants and disposal of scrap metal,junk machinery,cables,or other such
waste products of mining.(Note definition of refuse in The Mining Act of 1971.)
No off-site-generated waste shall be disposed of on the mine site without prior written approval from the NC
Department of Environmental Quality, Division of Energy,Mineral,and Land Resources and either the Division
of Waste Management(DWM)or local governing body.If a disposal permit has been issued by DWM for the
site,a copy of said permit must be attached to this application.All temporary and permanent refuse disposal
areas must be clearly delineated on the mine map(s)and reclamation map, along with a list of items to be disposed in
said areas.
Any building or equipment that is demolished, abandoned, or removed will be done so in
accordance with applicable local, state, and federal regulations.
Revised September 21, 2021
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NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
7. Describe your plan for revegetation or other surface treatment of the affected areas.This plan must include
recommendations for year-round seeding,including the time of seeding and the amount and type of seed,fertilizer,
lime and mulch per acre.The recommendations must include general seeding instructions for both permanent and
temporary revegetation. Revegetation utilizing only tree plantings is not acceptable. Recommendations can be sought
from:
a. Authorized representatives of the local Soil and Water Conservation District;
b. Authorized representatives of the NC Forest Service, Department of Agriculture and Consumer Services;
c. Authorized county representatives of the North Carolina Cooperative Extension Service,specialists and
research faculty with the Colleges of Agriculture and Life Sciences and Forest Resources at North Carolina
State University;
d. North Carolina licensed landscape architects;
e. Private consulting foresters referred by the NC Forest Service,Department of Agriculture and Consumer
Services;
f. N.C. Erosion and Sedimentation Control Planning and Design Manual;
g. N.C.Surface Mining Manual:A Guide for Permitting,Operation and Reclamation;
h. Others as may be approved by the Department.
Lime Rate of Application(tonslacre): see additional information sheet
Fertilizer Analysis and Rate of Application(lbs/acre): see additional information sheet
Seed type(s)and rate(s)of application included year-round seeding schedule(lbslacre):
NOTE: Include legumes
SEED TYPES SEEDING DATES SEEDING RATES
see previous sheet
Mulch Type,Rate of Application(lbslacre),and Method of Anchoring:
see additional information sheet
Other Vegetative Cover(s)Type(s)and Rate(s)of Application Including Seeding Schedule(lbslacre,trees/
acre,spacing of trees/shrubs,etc.):
N/A
Revegetation and/or reforestation plan approved by:
Signature Date
Print Name
Title
Agency
Revised September 21, 2021 Page 113

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
Additional Information
Please use the space below to provide additional information to answer the questions in the application. Please clearly
indicate which question is being continued on the additional space.
RECLAMATION PLAN:
Non-industrial areas: Stabilize in accordance with the seeding plan on the drawings as
summarized on Page 13 of this application.
Industrial areas: Buildings and infrastructure that are no longer in use and/or will not be
conveyed to a new property owner shall be removed and/or demolished to the
foundations. Basements and other low-lying areas shall be filled with suitable material
to prevent ponding of water. Any remaining unstabilized areas shall be stabilized with
vegetation in accordance with the seeding plan on the drawings as summarized on
Page 13 of this application.
Freshwater Reservoir area: Freshwater reservoir to be reclaimed as a lake with all inlets
to the reservoir abandoned in place. Overflow piping to be installed and routed to grassy
creek directly north of the proposed dam structure. A fence shall be erected directly
around the freshwater reservoir area to prevent unauthorized access. Any remaining
unstabilized areas shall be stabilized in accordance with the seeding plan on the
drawings as summarized on Page 13 of this application.
Revised September 21, 2021 P a g e I Additional Information
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NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
Additional Information
Please use the space below to provide additional information to answer the questions in the application. Please clearly
indicate which question is being continued on the additional space.
seeding specifications
TEMPORARY MOUNTAINS UPLAND PERMANENT MOUNTAINS UPLAND
STABILIZATION SPECIFICATIONS SEEDING SPECIFICATIONS
FEBRUARY 15 TO MAY 15(ELEV.ABOVE 2500 FEET) SEEDING DATES-AUGUST 1 TO JUNE I-
SEEDING DATES FEBRUARY 1 TO MAY 1(ELEV.BELOW 2500 FEET) SEEDING MIXTURE&AMENDMENTS APPLICATION RATE
(1-B5fACRE)
SEEDING MIXTURE&AMENDMENTS APPLICATION RATE(LBSIACRE) KENTUCKY BLUEGRASS 20
(POA PRATEN515)
RYEGRAIN 120 HARD FESCUE
COMMON NAME ISECALE CEREALE} COMMON NAME (FESTUCA BREVIPILA) 75
(SPECIES)
KOBE LESPEDEZA (SPECIES) (FESTUCA LONGIFOLIA)
(KUMMEROWIA STRIATA V. 50
RYE GRAIN
KOBE) (SECALE CERFALE) 25
SOILAMENDMENTS 1D-10-10 FERTILIZER 750 SOILAMENDMENTS
(REFER TO SEEDBED [REFER TO SEEDBED 10-20.20 FERTILIZER 500
PREPARATION NOTES) LIMESTONE 1 2,000 PREPARATION NOTES)
LIMESTONE 4,D00
MULCH
(REFER TO SEEDING GRAIN STRAW 4,0D0 MULCH
NOTES) (REFERTO SEEDING GRAIN STRAW 4,D00
NOTES]
SEEDING DATES-MAY 15 TO AUGUST 15 SEEDING DATES-MAY 1 TO SEPTEMBER 1`
SEEDING MIXTURE&AMENDMENTS APPLICATION RATE
(LBSIACRE) SEEDING MIXTURE&AMENDMENTS APPLICATION RATE
COMMON NAME GERMAN MILLET (1-1151ACRE)
(SPECIES) (SETARIA ITALICA) 40 KENTUCKY BLUEGRASS 20
(POA PRATENSI S)
SOILAMENDMENTS 1D-10-10 FERTILIZER 750 HARD FESCUE
(REFER TO 5 EEDBED COMMON NAME (FESTUCA BREVIPILA) 75
PREPARATION NOTES) LIMESTONE 2,OD0 (SPECIES) (FESTUCA LONGIFOLIA)
GERMAN OR BROWNTOP
MULCH MILLET
(REFER TO SEEDING GRAIN STRAW 4,OM (SETARIA ITAUCA OR 1D
NOTES) UROCHLOA RAMOSA)
SEEDING DATES-AUGUST 15 TO DECEMBER 15
APPLICATIgN RATE SOILAMENDMENTS 10-20-20 FERTILIZER 500
SEEDING MIXTURE&AMENDMENTS (REFER TO SEEDBED
(LBSIACRE) PREPARATION NOTES)
COMMON NAME RYE GRAIN LIMESTONE 4,D00
(SPECIES) (SECALE CFRFALF) 120 MULCH
(REFER TO SEEDING GRAIN STRAW 4,DOO
SOILAMENDMENTS 1D-10-10 FERTILIZER 1,DOD NOTES)
(REFER TO SEEDBED *ONLY ONE SEED MIXTURE SHALL BE SELECTED DURING PERIODS OF OVERLAPPING
PREPARATION NOTES) DATES.
LIMESTONE 2,000
MULCH
REFERENCES:
(REFER TO SEEDING GRAIN STRAW 4,ODO NCDOT STANDARD SEEDING SPECIFICATIONS(LAST REVISED APRIL 2019).EROSION
NOTES) AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL,SECTION 6.11(LAST
REVISED MAY 2013),NCDEQ.
Revised September 21, 2021 P a g e I Additional Information
Addddtional Sheets

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
E.DETERMINATION OF AFFECTED ACREAGE AND BOND
The following bond calculation worksheet is to be used to establish an appropriate bond(based upon a range of$500 to$5,000
per affected acre)for each permitted mine site based upon the acreage approved by the Department to be affected during the
life of the mining permit. Please insert the approximate acreage, for each aspect of the mining operation, that you intend to affect
during the life of this mining permit(in addition,please insert the appropriate reclamation cost/acre for each category from the
Schedule of Reclamation Costs provided with this application form) OR you can defer to the Department to calculate your bond
for you based upon your maps and standard reclamation costs:
CATEGORY AFFECTED RECLAMATION RECLAMATION
ACREAGE COST/ACRE COST
Tailings/Sediment Ponds Ac. X $ /Ac. = $ 0.00
Stockpiles Ac. X $ /Ac. = $ 0.00
Waste Piles Ac. X $ /Ac. = $ 0.00
Processing Area/Haul Roads Ac. X $ /Ac. = $ 0.00
Mine Excavation Ac. X $ /Ac. = $ 0.00
Other Ac. X $ /Ac. = $ 0.00
TOTAL AFFECTED AC.: 0.00 Ac.
TOTAL PERMITTED AC.: Ac.
Temporary&Permanent Sedimentation&Erosion Control Measures:
Divide the TOTAL AFFECTED AC.above into the following two categories:a)affected acres that drain into proposed/existing
excavation and/or b)affected acres that will be graded for positive drainage where measures will be needed to prevent offsite
sedimentation and sedimentation to onsite watercourses and wetlands.
a) Internal Drainage Ac.
b) Positive Drainage Ac. X $1,500.00 = $ 0.00
SUBTOTAL COST:$ 0.00
Inflation Factor:
SUBTOTAL COST LIFE OF MINING OPERATION OR LIFE INFLATION COST
OF LEASE(YEARS)
0.02 x $ 0.00 x = $ 0.00
Total Reclamation Bond Cost:
TOTAL RECLAMATION BOND COST= SUBTOTAL+INFLATION = $0.00
Round down to the nearest$100.00
NOTE:The reclamation bond cannot exceed$1 million per GS 74-54
The security, which was posted pursuant to N.C.G.S. 74-54, is approved under the existing permit.
Revised September 21, 2021 Page 114

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
SCHEDULE OF RECLAMATION COSTS
Based upon range of$500-$5,000 per affected acre
COMMODITY CODES:
SG Sand and/or Gravel DS Dimension Stone PF Pyrophyllite CL Clay/Shale
GS Gemstone FS Feldspar OIL Olivine PE Peat
Borrow Borrow/fill dirt MI Mica KY Kyanite/Sillimanite/Andalusite AU Gold
CS Crushed Stone LI Lithium PH Phosphate TI Titanium
OT Other
TYPE T/S PONDS STOCKPILES WASTE PILES P.AREA/H.R. MINE EXCAVATION
$500/ac. (L) $5001ac. (L)
SG, GS, Borrow $18001ac. $20001ac. $18001ac.
1500(FI) 2000(PD)
CS, DS, FS, MI,LI, 500(L) 1800 2000 2000 500(L)
PF,OL, KY 1500(FI) 2500(PD)
PH 1000(L) 2500 5000 5000 2000(L)
2500(FI) 5000(PD)
1000(L) 2000(L)
CL 2500 5000 5000
2500(FI) 3700(PD)
PE,AU,TI,OT 1000(L) 2500 3000 3500 2000(L)
2500(FI) 5000(PD)
(L)=Reclamation to a lake and revegetating side slopes
(FI)=Reclamation by filling in and revegetating
(PD)=Reclamation by grading for positive drainage&revegetating
AS PER NCAC 15A 513.0003,IF YOU DISAGREE WITH THE BOND AMOUNT DETERMINED BY THE BOND CALCULATION
WORKSHEET,YOU MAY SUBMIT AN ESTIMATE OF RECLAMATION COSTS FROM A THIRD-PARTY CONTRACTOR.
SAID ESTIMATE MUST BE PROVIDED WITHIN 30 DAYS TO THE FOLLOWING ADDRESS: Mining Program, 1612 Mail
Service Center,Raleigh, North Carolina 27699-1612
ALL ESTIMATES MUST INCLUDE THE FOLLOWING,AS A MINIMUM:
FINAL GRADING COSTS PER ACRE
•LIME AND FERTILIZER COSTS PER ACRE
•YEAR-ROUND SEEDING MIXTURE COSTS PER ACRE(FROM APPROVED REVEGETATION PLAN IN
APPLICATION/PERMIT DOCUMENT)
MULCH AND ANCHORING COSTS PER ACRE
•ANY OTHER RECLAMATION COSTS NECESSARY TO COMPLY WITH THE APPROVED RECLAMATION PLAN
FOR THE SITE IN QUESTION
YOU WILL BE NOTIFIED AS SOON AS POSSIBLE OF THE DIRECTOR'S FINAL BOND DETERMINATION.
Revised September 21, 2021 Page 115

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
F.NOTIFICATION OF ADJOINING LANDOWNERS
The"Notice"form,or a facsimile thereof,attached to this application must be sent certified or registered mail, return receipt
requested,to:
(1)the chief administrative officer of each county and municipality in which any part of the permitted area is located as
indicated on the mine map(s);
(2)all owners of record, both public and private,of all tracts of land that are adjoining the mining permit boundary;if an
adjoining tract is owned or leased by the applicant or is owned by the lessor of the mine tract,all owners of record of
tracts adjoining these tracts must be notified(that are within 1,000 feet of the mining permit boundary)as indicated on
the mine map(s);and
(3)all owners of record, both public and private,of all tracts of land that are adjoining the mining permit boundary
which lie directly across and are contiguous to any highway,creek,stream,river,or other watercourse, railroad track,
or utility or other public right-of-way. If an adjoining tract is owned or leased by the applicant or is owned by the lessor
of the mine tract,all owners of record of tracts adjoining these tracts must be notified(that are within 1,000 feet of the
mining permit boundary)as indicated on the mine map(s)."Highway"means a road that has four lanes of travel or less
and is not designated as an Interstate Highway.
The only exception to the above method of giving notice is if another means of notice is approved in advance by the Director,
Division of Energy,Mineral,and Land Resources.
A copy of a tax map(or other alternative acceptable to the Department)must be mailed with the completed"Notice"form(the
proposed overall permit boundaries and the names and locations of all owners of record of lands adjoining said
boundaries must be clearly denoted on the tax map).
The"Affidavit of Notification"attached to this application must be completed,notarized and submitted to the Department,with the
remainder of the completed application form before the application will be considered complete.
NOTES:
THIS SECTION MUST BE COMPLETED FOR ALL APPLICATIONS FOR NEW MINING PERMITS AND ALL MODIFICATIONS
OF A MINING PERMIT TO ADD LAND TO THE PERMITTED AREA,AS REQUIRED BY NCGS 74-50(b1).
SEE THE NEXT TWO PAGES FOR THE"NOTICE"FORM AND THE"AFFIDAVIT OF NOTIFICATION"
Revised September 21, 2021 Page 116

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
NOTICE
Pursuant to provisions G.S.74-50(bl)of The Mining Act of 1971, Notice is hereby given that Revised
Page
has applied on to the Division of Energy,
(Applicant Name) (Date)
Mineral,and Land Resources, North Carolina Department of Environmental Quality, 1612 Mail Service Center, Raleigh, North
Carolina 27699-1612,for(check one):
1-1 a new surface mining permit,
❑a modification of an existing surface mining permit to add land to the permitted area;or
❑a modification of an existing surface mining permit to add land to the permitted area with no disturbance in
the area proposed. Please note that future modification(s)may be submitted by the applicant to allow
disturbance within this area without re-notification of adjoining landowners.
The applicant proposes to mine on acres located
(Mineral,Ore) (Number) (Number)
miles of off/near road
(Direction) (Nearest town) (Number, Name)
in County.
*SEE ATTACHED MAP FOR PROPOSED PERMIT BOUNDARIES AND CORRESPONDING ADJOINING LANDOWNER
NAMES AND LOCATIONS*
In accordance with G.S.74-50(bl),the mine operator is required to make a reasonable effort,satisfactory to the Department,to notify all
owners of record,both public and private,of all tracts of land that are adjoining the mining permit boundary;if an adjoining tract is owned or
leased by the applicant or is owned by the lessor of the mine tract,all owners of record of tracts adjoining these tracts must be notified(that are
within 1,000 feet of the mining permit boundary).In addition,the mine operator must also notify the chief administrative officer of the county or
municipality in which any part of the permitted area is located. Any person may file written comment(s)to the Department at the above address
within thirty(30)days of the issuance of this Notice or the filing of the application for a permit,whichever is later. Should the Department
determine that a significant public interest exists relative to G.S.74-51,a public hearing will be held within 60 days of the end of the 30-day
comment period specified above.
A copy of the permit application materials is on file and available for public review during normal business hours at the above listed address as
well as at the appropriate regional office.For information regarding the specifics of the proposed mining activity,please contact the
applicant at the following telephone number: 828-765-8986
For information on the mining permit application review process,please contact the Mining Program staff at(919)707-9220. Please note that
the Department will consider any relevant written comments/documentation within the provisions of the Mining Act of 1971 throughout the
application review process until a final decision is made on the application.
Addressee/Owner of Record's Name and Address Name of Applicant.Include Contact Person&Company Name,if Applicable
Date of Issuance of this Notice/Mailed to Addressee/Owner of Record Address of Applicant
Revised September 21, 2021 1 Add Page Page 117

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
AFFIDAVIT OF NOTIFICATION Revised
Page
I, an applicant,or an agent,or employee of an applicant,for a
new Mining Permit,or a modification of an existing Mining Permit to add land to the permitted area,from the N.C. Department of
Environmental Quality,being first duly sworn,do hereby attest that the following are all known owners of record,both public and
private,of all tracts of land that are adjoining the mining permit boundary(including,where an adjoining tract is owned or leased
by the applicant or is owned by the lessor of the mine tract,all owners of record of tracts adjoining these tracts,that are within
1,000 feet of the mining permit boundary)and that notice of the pending application has been caused to be mailed,by certified or
registered mail, return receipt requested,to said owners of record at their addresses shown below,such notice being given on a
form provided by the Department:
Adjoining Landowner Name Address
Attach additional list if necessary.
I do also attest that the following individual is the chief administrative officer of the county or municipality in which any part of the
permitted area is located and that notice of the pending application has been caused to be mailed, by certified or registered mail,
return receipt requested,to said office at the following address:
Chief Administrative Officer Name Address
(i.e.:City Manager,County Manager, Mayor,etc.)
The above attestation was made by me while under oath to provide proof satisfactory to the Department that a reasonable effort
has been made to notify all known owners of record, both public and private,of all tracts of land that are adjoining the mining
permit boundary(including,where an adjoining tract is owned or leased by the applicant or is owned by the lessor of the mine
tract,all owners of record of tracts adjoining these tracts,that are within 1,000 feet of the mining permit boundary)and the chief
administrative officer of the county or municipality in which any part of the permitted area is located in compliance with N.C.G.S.
74-50(b1)and 15A NCAC 5B .0004(d). I understand that it is the responsibility of the applicant to retain the receipts of mailing
showing that the above notices were caused to be mailed and to provide them to the Department upon request.
Signature of Applicant or Agent Date
If person executing Affidavit is an agent or employee of an applicant, provide the following information:
Name of Applicant
Title of person executing Affidavit
I, a Notary Public of the County of
State of North Carolina,do hereby certify that appeared before me this
day and under oath acknowledged that the above Affidavit was made by him/her.
Witness my hand and notarial seal,this day of 20
Notary: My commission expires:
Revised September 21, 2021 Page 118
Add Addtional List

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh, NC 27699-1612
Division of Energy, Mineral,and Land Resources [phone]
ADDITIONAL AFFIDAVIT OF NOTIFICATION Revised
Adjoining Landowner Name Address Page
Revised September 21, 2021 P a g e I Additional Landowners

NORTH CAROLINA MINING State of North Carolina 1612 Mail Service Center
PERMIT APPLICATION Department of Environmental Quality Raleigh,NC 27699-1612
Division of Energy,Mineral,and Land Resources [phone]
G.LAND ENTRY AGREEMENT
We hereby grant to the Department or its appointed representatives the right of entry and travel upon our lands or operation Revised
during regular business hours for the purpose of making necessary field inspections or investigations as may be reasonably Page
required in the administration of the Mining Act of 1971 pursuant to G.S.74-56.
We further grant to the Department or its appointed representatives the right to make whatever entries on the land as may be
reasonably necessary and to take whatever actions as may be reasonably necessary in order to carry out reclamation which the
operator has failed to complete in the event a bond forfeiture is ordered pursuant to G.S.74-59.
LANDOWNER. APPLICANT;
Signature Signature` —
Print Name Scott Reece Print Name Scott Reece
Title(if applicable) Human Resource Manager Title Human Resource Manager
Company(if applicable) The Quartz Corp USA Company The Quartz Corp USA
Address PO Box 309 Spruce Pine Mine Name The Quartz Corp. USA-Spruce Pine
North Carolina 28777 Telephone [phone]
Telephone [phone] Date Signed 12/18/2024
Date Signed 12/18/2024
*SW,eture must be the same as the individual who sued Page 1 of this motion
One original and five 15 les of the completed application.six 6 copies of all Wcation maps,mine maps and
racbmathm macs mW the arusroorao prooesslrrg fee in the fomt a check or momy order enable to the North eta
Department of Environmental Qualft must be sent to the Raleigh Central Office at the address listed on the front cover
of apascatiom form
Inqums regarding the status of the review of this motion shad be directed to this Miring Program staff at(919)707-92M
Revised September 21, 2021 Page 119

Appendix III - Mine Permit Modification Drawings

MINING MODIFICATION ALTAPASS MINE � PERMIT
61�16
NO ,
TH QUART CORP USA
MITCHELL COUNTY, NORTH CAROLINA
SITE DATA
PROJECT LOCATION:
PROJECT ADDRESS: P.O. BOX 309 DECEMBER 19, 2024
CITY OR TOWNSHIP: SPRUCE PINE
COUNTY: MITCHELL COUNTY
STATE: NORTH CAROLINA
ZIP CODE: 28777 `�4
DRAWINGS
�naav creee. _ `
LATITUDE: 35°54'07.2"N (35.902°) M
N N NUMBER TITLE
i 0 COVER
LONGITUDE: 82°03'50.4"W (-82.064°) #3sguhba �irrai Fasc�E
1 OVERALL MINING PERMIT BOUNDARY
�I 2 LAND USE PLAN
REVIEWING AGENCY:
NCDEQ REGIONAL OFFICE: ASHEVILLE REGIONAL OFFICE 3 RECLAMATION PLAN
9 4 ACCESS ROAD CONSTRUCTION PLAN AND PROFILE STA. 0+00 TO 15+00
PROJECT SCHEDULE: T 5 ACCESS ROAD CONSTRUCTION PLAN AND PROFILE STA. 15+00 TO 26+00
6 ACCESS ROAD CONSTRUCTION PLAN AND PROFILE STA. 26+00 TO 38+50
DATE TO BEGIN: SPRING 2025
7 DAM CONSTRUCTION PLAN VIEW
DATE TO END: SPRING 2026 i
' 8 DAM CONSTRUCTION PROFILE VIEW
Penland Mountgir 9 FRESHWATER RESERVOIR PLAN
alrnio rliawCorrecdia,naf
DISTURBANCE:
r-aeili'y 10 FRESHWATER RESERVOIR PROFILE
PROJECT PROPOSED TOTAL 102.42 ACRES
Avery/Mitcheil Corr rC jon2j lnsttufe y 11 NOTES
ACREAGE: - Y
PROJECT DISTURBED ACREAGE: 24.64 ACRES r 12 NCG01
Kpruce P'm n 13 SEEDING SPECIFICATIONS
PROJECT BOUNDARY
WATERBODY INFORMATION: 14 EROSION & SEDIMENT CONTROL DETAILS (1 OF 5)
RIVER BASIN: FRENCH BROAD - 15 EROSION & SEDIMENT CONTROL DETAILS (2 OF 5)
WATERSHED: 601010801 _ US fighvpoy tyt 16 EROSION & SEDIMENT CONTROL DETAILS Q OF 5)
RECEIVING WATERBODY: GRASSY CREEK Estfflm 17 EROSION & SEDIMENT CONTROL DETAILS (4 OF 5)
Gi nrsy cp w'-
WATERBODY INDEX NUMBER: 7-2-40 18 EROSION & SEDIMENT CONTROL DETAILS (5 OF 5)
CLASSIFICATION: C;TR ti 19 GENERAL DETAILS (1 OF 6)
WATERS OF THE U.S./STATE: JURISDICTIONAL FEATURES DELINEATED ON THE SITE BY Aitapasj - r 20 GENERAL DETAILS (2 OF 6)
S&ME, INC. SEPTEMBER 2022, IN NOVEMBER 2023,JULY fzzF 2024, AND OCTOBER 2024 21 GENERAL DETAILS (3 OF 6)
-
USACOE 404 PERMIT OR PERMITTING ASSOCIATED WITH JURISDICTIONAL IMPACTS °° `sn°h - - 22 GENERAL DETAILS (4 OF 6)
401 CERTIFICATION: IS ANTICIPATED. 23 GENERAL DETAILS (5 OF 6)
NC NAVIGABLE WATERS (NCNW): PRESENT
5 24 GENERAL DETAILS (6 OF 6)
FEMA FLOODPLAIN/FLOODWAY IMPACTS: PROPOSED
FEMA MAP NUMBER: 3710079900J + CURRENT TOTAL
. .+ CATEGORY AFFECTED CHANGE TO AFFECTED
FEMA FLOODWAY IMPACTS: NO w AFFECTED
ACREAGE ACREAGE ACREAGE
FEMA 100-YEAR FLOODPLAIN YES TAILINGS/SEDIMENT PONDS 0.06 0.06
1 M PACTS:
WATERCOURSE ALTERATION OR NO STOCKPILES 1.20 -0.61 0.59
RELOCATION: 4
WASTE PILES
zee y PROCESSING AREAS/HAUL ROADS 15.54 22.41 37.95
PRIMARY PERMITTEE INFORMATION: '
MINE EXCAVATIONS 2.45 -2.45 0.00
COMPANY: THE QUARTZ CORP USA
OTHER (PLEASE EXPLAIN)
PROJECT NUMBER:
MAILING ADDRESS: PO BOX 309
out l TOTAL AFFECTED ACREAGE 19.25 19.35 38.60
REFERENCE: 2024 MICROSOFT BIN6.-MAPS REFERENCE: 2024 MICROSOFT BING MAPS SPRUCE PINE, NC 28777 TOTAL PERMITTED ACREAGE 102.42 102.42
TELEPHONE NUMBER: 828-765-8979 VICINITY MAP SITE LOCATION
SCALE: 1" = 5,000' SCALE: 1" = 2000'
PRIMARY SITE CONTACT: JOHN SILVER
E-MAIL ADDRESS: [e-mail]
TELEPHONE NUMBER: 828-765-8979
PROJECT MANAGER: CHRIS GENTRY PREPARED FOR PREPARED BY
E-MAIL ADDRESS: [e-mail]
TELEPHONE NUMBER: 828-765-8979
CONSULTANT INFORMATION:
ENGINEERING FIRM: S&ME, INC.
PROJECT NUMBER: 213314
MAILING ADDRESS: 2016 AYRSLEY TOWN BLVD., SUITE 2-A `��a� reir�f��� •
CHARLOTTE, NC 28273 �,ti� CAR /ray
TELEPHONE NUMBER: 704-523-4726 ;�`O¢t��ss�o��'Lf`,- •
SEAL. r
E&SC PLAN PREPARER NAME: LILMA R. SCHIMMEL, P.E. Nk\40
P42329
NC REGISTRATION NUMBER: 042329 �� -,4rGfNE, :'y`; •
COMPANY/FIRM NAME: S&ME, INC. 'lyq R ` '�
NC ENG. FIRM LICENSE NUMBER: F-0176 797 ALTAPASS ROAD 2016 AYRSLEY TOWN BLVD. �j�"''� Y���iIZY •
•
SPRUCE PINE, NC 28777 SUITE 2-A
PROJECT MANAGER: CHRISTOPHER J.L. STAHL, P.E. [phone] CHARLOTTE, NC 28273 THESE DRAWINGS HAVE BEEN PREPARED BY S&ME FOR OUR CLIENT'S USE. WRITTEN
E-MAIL ADDRESS: [e-mail] [phone] APPROVAL FROM S&ME SHALL BE OBTAINED PRIOR TO ANY THIRD-PARTY USE,
TELEPHONE NUMBER: 704-530-2448 MODIFICATION, AND REPRODUCTION, OR RELIANCE, EXCEPT AS REQUIRED BY LAW. S&ME
ACCEPTS NO RESPONSIBILITY, AND DENIES ANY LIABILITY WHATSOEVER, TO ANY PARTY
THAT USES OR RELIES ON THESE DRAWINGS WITHOUT S&ME'S EXPRESS WRITTEN CONSENT.

2016 AYRSLEY TOWN BLVD
SUITE 2-A\� ' \\ \ I \ / I CHARLOTTE,NC 28273 RANDY&SS H ECCA HE�A CORI�� \ ICK BIDDIX\EI I I
� _ \ I � � / / [phone] PIN:0799-06\38v/831i IN:0799-06-38- 703 -
ENGINEERING FIRM
-.JLBER 1 BERRY STR ET
,1PIINHE9 EBECC� R�
I\
� I
I � I
LICENSE NUMBER:F-0176
856 PI 079 6-38 8659VA SL OCr: 7N 38 81 B Y" T
..EDON PJANT R
� NALD E,QE Sr8652 -
/\ / / I I 1 D \ \ \ \ \ FELDSP R CORP \/ _PIjN: 99 01`g e
PIN:07 06 38 5764 v Jp11�799 06 3A 9549 S EL\/
DSC \ P.O. X 309 \ \\ \ \ FEMA
� p�,� 10 BERRY ST / 1
P1 .0799 05-28 2763 \ HE QUAR P i \ ICHARD SMITM - - FEMA
P.O. BOX 309 / IN:0799-06-3� 9 \ PI F9.799�6-48-0513 I j
/ /L-� PO BOX 309\ i18465
6fikMcKINNEY 1 \ ' F FE
�fJE QUARTZ CORP USA 1' FELDSPAR C ON �- / �/
_ PIN:0799 4Ct48 457
S, PIN:
1456 I \ 0799-06-38- - --1-35 WALNUT ENU -
_ PO BOX 10 � �!y P.O.SOX 309 /TE�iiC&RU� cKI / — — THE QUARTZ CORP USA
C'VRg7 RO J r \SPAR C�\ PIN:079 0 4 048 - - - 797 ALTAPASS ROAD
�� PIN:079 06-38-7287 \ / 35 WHITSD �- - SPRUCE PINE,NC 28777
P.O.�X 309 \ / — — \ [phone]
NFIELD
N:0799-06-45\129 /
\ \ - \ \ \ \r \ �� \ P 0 BOX 22 kA/ •`��,� CAttttt�fji
FELDSPAR CORPORATIO
2 F DSPAR�ORP /
FEMA\ // -� \ \ J :0799 069 / PIN 0�99 00'-48 6152 SEAL < _
p4,TyroF� \ �� P.O. BOX 309 / I APO 80 99 I I i 042329
/ \ ELDS�}R CORP '� THE QUARTZ COR USA l
/ / / \ ` - -•1 9-00-48-4 70
� 5 — PI •0799-00-48-8 82
\ 2 \ - P.O.BOX ; !mil `yj ,,
YANCEYTIMBERNESOURCEkCC \ \ / �,` r_\`�� ,-- \ \ \ \ PO I �.,�rtiiq R � �\.
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I \ �BOX�9 I \ \ \\ ` 1 ❑ \�-' F �'B+erftfiG�r7/Zy
1 F
2600
FELDS 9R CORP
PIk:079 -00-47-2882
\ \ \ \ \ \ \2625/ I \ �600 \� i i �. P. 0. BOX 309
MINE PERMIT BO"(-*INDAR
(102.42 ACRES) I \ molp i
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2700,
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1 \ _
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z PIN:07.9�9-07-5436/ PROPER 1
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DRAWING SHEET ' 1 �10� / L T/ 26p0- \ \ \ O
ALAND BETTEENGTISH -� 1-42700�� - - - �FELDSP CORP � 1 \ / \ LEGEND
74799-09-0719323ii II�lTT99-�7-31'/1 � \j _ EXISTING FEATURESz
o \ - 21 ROGER ST / / / 25-� �2615 - P.O. BOX / ' I 2625 / / / \ \ \ O
/ / - / i / / - TROUT / I ii / \ / MINOR CONTOUR (5-FT.) (REF. 1) v
\ / WATERS / _ _-2656 - - 2625 I ;i / 1 \ 0 ZO
11LLIP WAYNE&LESIAk{ISE / BUFFER' J ` _ -
_ IN:0799 09 06 4956 DARLAP&JEFFERY HARDI4 i I 2625 / \ / �r / ` 11 / \_ —25- MAJOR CONTOUR (25-FT.) (REF. 1)
Q - i \ / 1 SIBE�O OR' MERICA 1� / a
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\ 1 / Lu
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/ � LIN A M L01�� N:OP9 -0 7 171 \ `-
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o \ 1 BERNIE ALLEN&MAE LONE
PIN:0799 09 06 6820 \ \ / �- - \ \� \ \ /
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\ OU S VAN&ANGEL HUL WILLI 1 I i / '� \ \ 1 \ LJJI �0799-09-06-8207\a �TOOF U PINE
-- - -- - STREAMS (REF. 3)OGERS ST
/PN: -0906- 21 2700
PO 189 2675 STREAM CENTERLINES (REF. 3)
N C\i
Z/ O
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a \ 0 BOX 244` \ i2650�i I 1 s \ _ _ /
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_ O
RAILROAD Z
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2- 88 RTERS RIDGE894 RD \ \ i-
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\ \ \ \ \ \ I l INC SPATIAL DATA DOWNLOAD TOOL. THIS DIGITAL ELEVATION MODEL W Q U Z
SIBELCO NORTH A ICAINC \ \ \ \ (DEM) IN MITCHELL COUNTY, NORTH CAROLINA WAS CONVERTED -+ }
m \ BETTY S AFF,ORD \ ' 1 / I / PIN0799-00-25-7 \ \ H °C ~
\ ` \ \ \ 1 \ \ \ \ \ INTO 5-FOOT CONTOURS USING ARCGIS SPATIAL ANALYST. 2023 (� J Q Z
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1 I I�115�99 - 5 0798 \ / 1 / \ \ r I \ \ \ 2. PERMIT BOUNDARY DERIVED FROM SURVEY DATA PROVIDED BY �""� � J
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/ - 791 OAK9ALEDR\ PIN:0799 09 15 1752 \) I\ �� \ \ \ \ \ 1 \ \ MOUNTAINEER LAND SURVEYING IN JUNE 2023. TAX PARCEL DATA U =
\OAKDALEDRIVE / \ I I \ \ \ �• �' �- / / \ OBTAINED ROM THE MITCHELL COUNTY, NORTH CAROLINA
/ \ \ ' \ \ \ \ / GEOGRAPHIC INFORMATION SYSTEMS (GIS) DEPARTMENTS. 0
J DEWIs'1Ce0WELL ESTATE W LLI S IXEL I \ \ � � � � Q' Or \ SUE WI EMANI \ \ \ \ \ \ \ / / / 3. HYDROLOGY DATA OBTAINED FROM THE NATIONAL HYDROGRAPHY 9 2
PIN:0799-09�178� PI :079 09 15 2518
-PO BOX249 / 575N 7 THWAY IN:0799�9 15 489 I \ \ \ - \ \ 1 ` \ \ \ f / / \ J / DATASET (NHD). S&ME DELINEATED ON-SITE WATER FEATURES IN W l7
6 ,VPSV RU�J SEPTEMBER 2022, NOVEMBER 2023, AND OCTOBER 2024. z
4. FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA) 100-YEAR Z
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z / \ - - - / / / a ( / / ` \ \ \ _ - OBTAINED FROM THE FEMA NATIONAL FLOOD HAZARD LAYER (NFHL)
Q DATASET. PROJECT NUMBER
CASEY LED ORD
\ / / -�FlN:0799-09-1 -32 / 1 \ \ \ ` / 5. AERIAL ORTHOIMAGERY OBTAINED FROM INC ONEMAP, DATED 213314
35 FAI�ALA E E / \ \ \ , 1 I - / �/ / AUGUST 4, 2021. DRAWING NUMBER
/ / f / J \
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� GRAPHIC SCALE (IN FEET)

11
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SPRUCE PINE,NC 28777727 fpI
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l l BREN SPAJ3K�S�T AL �\ \ 1 �� EMA T FEMA 100-YEAR FLOODPLAIN (REF. 4)
PIN:0789-12-96-99 \ \ \\ PIN 9 / I I I l �' \\ j ��� / O
\ \ 1 P0\B0 666/ \\\ 0 0�� WIT B D I I I \���/= WETLANDS (REF. 3) o
1 � FEM � j 1 cV \ / / -
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STREAMS (REF. 3) v,
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\\ _ NON-DISTURBED ACREAGE z
:13cirf
STONE BASIN (0.06 AC)
1.4
0\
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GRAPHIC SCALE (IN FEET)

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FRESHWATER RESERVOIR SECTION D-D' 10 24

PROJECT NARRATIVE STANDARDS & DISCLAIMERS
PROJECT DESCRIPTION: STREAM/CULVERT INSTALLATION E&SC AND CONSTRUCTION GENERAL NOTES: COMPOST MATERIAL NOTES:
THE QUARTZ CORP USA (QUARTZ CORP), UNDER THE CORPORATE NAME OF ZEMEX INDUSTRIAL MINERALS, HAS 17. TEMPORARILY REMOVE E&SC MEASURES TO FACILITATE CULVERT INSTALLATION. 1. THE OWNER'S CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTATION AND MAINTENANCE OF ALL THE COMPOST MEDIA SHALL BE DERIVED FROM WELL-DECOMPOSED ORGANIC MATTER SOURCE
AN ACTIVE MINING PERMIT (PERMIT NO. 61-16) FOR THEIR ALTAPASS MINE SITE IN SPRUCE PINE, MITCHELL 18. INSTALL COFFER DAMS ACCORDING TO PLANS AND DEWATER DITCH USING PUMPS AND FILTER BAGS IF EROSION AND SEDIMENT CONTROLS PROPOSED HEREIN. PRODUCED BY CONTROLLED AEROBIC (BIOLOGICAL) DECOMPOSITION THAT HAS BEEN SANITIZED
COUNTY, NORTH CAROLINA.THE MOST RECENT PERMIT MODIFICATION WAS APPROVED ON MAY 20, 2024. NECESSARY. ANY DEWATERING SHALL BE DONE THROUGH FILTER BAGS. 2. THE OWNER'S CONTRACTOR IS RESPONSIBLE FOR NOTIFYING UTILITY COMPANIES TO LOCATE ALL THROUGH THE GENERATION OF HEAT AND STABILIZED TO THE POINT THAT IT IS APPROPRIATE FOR THIS
QUARTZ CORP INTENDS TO CONSTRUCT A FRESHWATER RESERVOIR, ASSOCIATED ROADWAY INFRASTRUCTURE, UNDERGROUND UTILITIES PRIOR TO ANY CONSTRUCTION. PARTICULAR APPLICATION. COMPOST MATERIAL SHALL BE PROCESSED THROUGH PROPER THERMOPHILIC
AND REPLACE AN EXISTING DEGRADED DAM ON THE LAND COVERED BY THE ACTIVE PERMIT. 19. CONTRACTOR SHALL ACCESS STREAM FOR PLACEMENT OF COFFER DAM BY FOOT WITHIN LIMITS OF 3. ANY PUMPING DISCHARGE FROM CONSTRUCTION DEWATERING SHALL BE DISCHARGED THROUGH COMPOSTING, MEETING THE US ENVIRONMENTAL PROTECTION AGENCY'S DEFINITION FOR A PROCESS TO
DISTURBANCE SHOWN ON THE PLANS. FILTER BAGS. FURTHER REDUCE PATHOGENS' (PFRP), AS DEFINED UNDER 40 CFR PART 503.
THE PROJECT DISTURBANCE IS ADJACENT TO GRASSY CREEK WHICH RUNS WEST-EAST AT THE SOUTH PORTION 20. SETUP PUMPS INTERIOR OF COFFER DAM, HOSES, FILTER BAGS, INTAKES, AND DIFFUSERS AS SHOWN ON THE 4. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO PAVED
OF THE PROJECT LIMITS. IMPACTS TO UNNAMED TRIBUTARIES TO GRASSY CREEK AS WELL AS ON-SITE WETLANDS DETAIL AND IN A LOCATION AS DIRECTED BY THE OWNER'S ON-SITE REPRESENTATIVE. ROADWAY FROM CONSTRUCTION AREAS.THE CONTRACTOR SHALL REMOVE MUD/SOIL FROM PARTICLE SIZE DISTRIBUTION FOR COMPOST FILTER MATERIAL:
ARE ANTICIPATED.ALL APPLICABLE STATE AND FEDERAL PERMITS TO ACCOUNT FOR IMPACTS TO STREAMS AND 21. PREPARE AREA FOR COFFER DAM BY REMOVING ROCKS AND DEBRIS WITHIN STREAMBED IN ORDER TO PAVEMENT DAILY, BY DRY SWEEPING METHODS ONLY. 2016 AYRSLEY TOWN BLVD.
WETLANDS WILL BE OBTAINED PRIOR TO THE START OF CONSTRUCTION. PREPARE A LEVEL, DEPRESSED AREA FOR PLACEMENT OF COFFER DAMS. RESERVE ANY STREAMBED MATERIAL 5. PROPOSED BORING LOCATIONS ARE APPROXIMATE AND SUBJECT TO CHANGE BASED ON ACTUAL SIEVE SIZE PERCENT PASSING SELECTED SIEVE MESH SIZE, DRY WEIGHT BASIS SUITE 2-A
FOR REPLACEMENT WHEN COFFER DAMS ARE REMOVED. CONDITIONS IN THE FIELD. 2-IN. 99 % (3" MAXIMUM PARTICLE SIZE) CHARLOTTE,NC 28273
THERE WILL BE IMPERVIOUS AREAS CONSTRUCTED ON-SITE IN ASSOCIATION WITH THIS PROJECT. 22. CONTINUE STACKING SANDBAGS AS TIGHTLY AS POSSIBLE AS SHOWN ON THE DETAIL UNTIL THE UPSTREAM 6. FEATURES ARE SHOWN FOR REFERENCE AND ARE NOT ACCURATE SIZE. PLEASE REFER TO THE DETAILS 3/8-IN. 30-50 % [phone]
COFFER DAM IS IN PLACE AND SECURE. AND NOTES FOR PROPER SIZING AND LOCATION. ENGINEERING FIRM
GENERAL NOTES: 23. CONTRACTOR SHALL ENSURE TIGHT SEAL OF SANDBAG COFFER DAM DURING ALL PHASES OF INSTALLATION.
7. A PORTION OF THIS PROJECTS GEOGRAPHIC CONTROLS WERE OBTAINED BY THE ENGINEER FROM DISPOSAL/RECYCLING FOR COMPOST FILTER MATERIAL: LICENSE NUMBER:F-0176
THE PURPOSE OF THIS PLAN IS FOR EROSION AND SEDIMENT CONTROL MEASURES AND PERMITTING PUBLICLY AVAILABLE GIS DATA AND HAVE NOT BEEN LOCATED BY A PROFESSIONAL LAND SURVEYOR. 1. COMPOST MEDIA IS A COMPOSTED ORGANIC PRODUCT RECYCLED AND MANUFACTURED FROM
ASSOCIATED WITH THE PROJECT. THESE PLANS ARE NOT FOR GENERAL CONSTRUCTION OF THE PROPOSED 24. SANDBAGS SHOULD BE PLACED ALONG THE EDGES OF THE COFFER DAM TO KEEP WATER FROM CUTTING 8. S&ME DELINEATED ON-SITE WATER FEATURES IN SEPTEMBER 2022, NOVEMBER 2023, AND JULY 2024 LOCALLY GENERATED ORGANIC, NATURAL, AND BIOLOGICALLY BASED MATERIALS.
AGGREGATE MINE. AROUND THE COFFER DAM. 9. THE UNDISTURBED PROPERTY BUFFER IS 25-FT. THE TROUT STREAM BUFFER IS 25-FT. 2. ONCE ALL SOIL HAS BEEN STABILIZED AND CONSTRUCTION ACTIVITY HAS BEEN COMPLETED, THE
25. CONCURRENTLY, INSTALL THE DOWNSTREAM COFFER DAM IN THE SAME MANNER. 10. SURVEY PERFORMED BY MOUNTAINEER LAND SURVEYING IN JANUARY 2023 AND MARCH 2O24 COMPOST MEDIA MAY BE DISPERSED WITH A LOADER, RAKE, BULLDOZER OR SIMILAR DEVICE AND
THE EXISTING TOPOGRAPHY DEPICTED ON THIS PLAN WAS OBTAINED FROM NORTH CAROLINA DEPARTMENT OF 26. WITH TEMPORARY DEWATERING PIPING, PUMP, FILTER BAG, AND COMPOST FILTER SOCK IN PLACE, BEGIN 11. THE LOCATION OF THE PROPOSED LAND DISTURBANCE AREA IS APPROXIMATE AND BASED ON MAY BE INCORPORATED INTO THE SOIL AS AN AMENDMENT OR LEFT ON THE SOIL SURFACE TO AID
PUBLIC SAFETY EMERGENCY MANAGEMENT (NCDPS) NC SPATIAL DATA DOWNLOAD TOOL AND MOUNTAINEER PUMPING WATER FROM BETWEEN THE COFFER DAMS. KEEP PUMP SET UP IN PLACE DURING CONSTRUCTION INFORMATION PROVIDED BY THE OWNER. IN PERMANENT SEEDING OR LANDSCAPING.
LAND SURVEYING SURVEY DATA. SOME FEATURES WERE ALSO OBTAINED FROM GEOGRAPHIC INFORMATION TO CONTINUE PUMPING IF NECESSARY.ADDITIONAL PUMP EQUIPMENT, FILTER BAGS, AND COMPOST FILTER 12. SPILLS OF ANY HAZARDOUS MATERIAL SHALL BE REPORTED IMMEDIATELY TO THE ENVIRONMENTAL 3. LEAVING THE COMPOST MEDIA ON SITE REDUCES REMOVAL AND DISPOSAL COSTS COMPARED TO
SYSTEM DATABASES AND OBSERVABLE INFORMATION FROM AERIAL IMAGERY. EXISTING UTILITIES WERE NOT SOCKS SHOULD BE ON-HAND IN THE EVENT OF STORM EVENTS. INSPECTOR. OTHER SEDIMENT CONTROL DEVICES. THE MESH NETTING MATERIAL WILL BE EXTRACTED FROM THE
LOCATED AND S&ME IS NOT RESPONSIBLE FOR THE LOCATIONS AS THEY ARE DEPICTED. THE CONTRACTOR SHALL 27. CONTRACTOR SHALL MONITOR WEATHER AND WORK IN DRY CONDITIONS TO THE BEST EXTENT POSSIBLE. 13. IF EQUIPMENT/MATERIALS ARE TO BE STORED ONSITE PRIOR TO CONSTRUCTION IT WILL BE STORED MEDIA AND DISPOSED OF PROPERLY. THE PHOTODEGRADABLE MESH NETTING MATERIAL WILL
FIELD VERIFY THE LOCATIONS OF ALL EXISTING UTILITIES PRIOR TO STARTING CONSTRUCTION ACTIVITIES. CONTRACTOR IS RESPONSIBLE FOR STABILIZING THE CONSTRUCTION SITE TO THE BEST EXTENT PRACTICAL WITHIN THE CONSTRUCTION LIMITS OF DISTURBANCE SHOWN ON THIS PLAN. DEGRADE IN 2 TO 5 YEARS IF LEFT ONSITE. BIODEGRADABLE MESH NETTING MATERIAL IS AVAILABLE
CONTRACTOR TO COORDINATE WITH ENGINEER AND QUARTZ CORP REPRESENTATIVE SHOULD THERE BE DURING A STORM EVENT. AND DOES NOT NEED TO BE EXTRACTED AND DISPOSED OF, AS IT WILL COMPLETELY DECOMPOSE IN
CONFLICTS IN THE FIELD WITH THE INSTALLATION OF THE EROSION AND SEDIMENTATION CONTROL MEASURES. 28. EXCAVATE FOR THE CULVERT STRUCTURE. STRIP SUBSTRATE AND STOCKPILE. EXCAVATE SUBGRADE SOIL AND GENERAL EROSION AND SEDIMENT CONTROL MAINTENANCE NOTES: APPROXIMATELY 6 TO 12 MONTHS. USING BIODEGRADABLE COMPOST SOCKS COMPLETELY
STOCKPILE. UNDERCUT AND REPLACE EXISTING SOFT FILL OR RESIDUAL SOILS BENEATH CULVERT AREA WITH THE FOLLOWING MAINTENANCE NOTES SHALL BE FOLLOWED UNTIL THE SITE IS STABILIZED AFTER ELIMINATES THE NEED AND COST OF REMOVAL AND DISPOSAL. THE QUARTZ CORP USA
797 ALTAPASS ROAD
EXISTING SITE CONDITIONS:
COMPACTED STRUCTURAL FILL MATERIALS AS REQUIRED BY PIPE SPECIFICATIONS. CONSTRUCTION. DURING CONSTRUCTION, THE OWNER'S CONTRACTOR SHALL BE RESPONSIBLE FOR
EXISTING CONDITIONS CONSIST OF WOODED AREAS WITH GRAVELED ROADS. 29. THE CULVERT STRUCTURE SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS. INSPECTION AND MAINTENANCE OF E&SC MEASURES: STANDARDS: SPRUCE PINE,
(828)765-897 28777
97 9
30. CULVERT BACKFILLING SHALL BE PERFORMED IN ACCORDANCE WITH THE ENGINEERED FILL/BACKFILL 1. ALL E&SC MEASURES SHALL BE PROPERLY MAINTAINED DURING CONSTRUCTION UNTIL THE E&SC MEASURES SHALL BE IN ACCORDANCE WITH THE NORTH CAROLINA SEDIMENTATION
SCHEDULE: REQUIREMENTS. COMPLETION OF CONSTRUCTION ACTIVITIES AND DISTURBED AREAS HAVE BEEN STABILIZED. POLLUTION CONTROL ACT OF 1973. CONSTRUCTION DETAILS AND SPECIFICATIONS WITHIN THIS
CONSTRUCTION OF THE FRESHWATER RESERVOIR, ASSOCIATED ROADWAY INFRASTRUCTURE, AND DAM TEMPORARY E&SC MEASURES SHALL BE REMOVED ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS PLAN WERE DERIVED FROM THE EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN ``��i�ra°�°���rr,
REPLACEMENT IS ANTICIPATED TO BEGIN SPRING 2025. 31. WHERE INDICATED, INSTALL COIR MATTING, REINSTALL SILT FENCE OR COMPOST FILTER SOCK, AND INSTALL STABILIZED. MANUAL DATED DUNE, 2006, CHAPTERS 6 AND 8 REVISED, MAY 2013, PREPARED BY THE NORTH ��``¢ %A CAIS?O�
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2. E&SC MEASURES AND PLANTED AREAS SHALL BE INSPECTED BY OWNER OR OWNER'S REPRESENTATIVE CAROLINA SEDIMENTATION CONTROL COMMISSION, NCDEQ, AND NORTH CAROLINA AGRICULTURAL Z':QQ 9•;-y
EROSION AND SEDIMENT CONTROL MEASURES AND DETAILS: 32. FINALIZE CROSSING CONSTRUCTION ACTIVITIES PER PLANS. AT LEAST ONCE PER SEVEN (7) CALENDAR DAYS AND WITHIN 24 HOURS OF A RAIN EVENT GREATER EXTENSION SERVICE (NCAES). _ 'a SEA!
THE EROSION AND SEDIMENT CONTROL (E&SC) PLAN FOR THIS PROJECT INVOLVES THE PLACEMENT OF A 33. REMOVE TIMBER MATS (IF UTILIZED). THAN OR EQUAL TO 1.0-IN. IN 24 HOURS. = Q42329
VARIETY OF E&SC MEASURES, AT STRATEGIC LOCATIONS THROUGHOUT THE PROJECT LENGTH. THESE LOCATIONS 3. DAMAGED OR INEFFECTIVE E&SC MEASURES SHALL BE REPAIRED OR REPLACED, AS NECESSARY, DISCLAIMER:
34. REMOVE DOWNSTREAM COFFER DAM (IF UTILIZED). REPLACE ANY STOCKPILED STREAMBED MATERIAL.
WERE DETERMINED FROM FIELD OBSERVATIONS.THESE DEVICES INCLUDE: IMMED35. CONTINUE PUMPING ANY SEDIMENT LADEN MATERIAL THROUGH THE FILTER BAG. 4. SEEDED AREAS SHALL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED ACCORDING TO THE ARE ONLY APPROXIMATED.THE LOCATION OF THE PROPOSED LAND DISTURBANCE AREA IS 1. S&ME HAS NOT VERIFIED THE LOCATIONS OF ANY UTILITIES DEPICTED ON THE PLAN DRAWINGS AND `�,y�R,••...o,
1. REINFORCED SILT FENCE 11. EROSION CONTROL BLANKET - SLOPE `r�s,
36. REMOVE UPSTREAM COFFER DAM AND REPLACE STOCKPILED STREAMBED MATERIAL. SEEDING PLAN TO MAINTAIN A VIGOROUS, DENSE VEGETATIVE COVER.
2. CHECK DAM - COMPOST FILTER SOCK 12. FLEXIBLE GROWTH MEDIA APPROXIMATE AND BASED ON INFORMATION PROVIDED BY THE OWNER. THE CONTRACTOR SHALL rri� r 7
3. EROSION CONTROL BLANKET - CHANNEL 13. STREAM CROSSING - BY-PASS PUMP 37. APPLY SOIL AMENDMENTS, SEED, AND MULCH TO REMAINING DISTURBED AREAS ACCORDING TO THE 5. SEEDED AREAS SHALL BE INSPECTED PERIODICALLY BY OWNER OR OWNER'S REPRESENTATIVE UNTIL BE RESPONSIBLE FOR FIELD VERIFYING THE LOCATION OF ALL UTILITIES IN THE WORK AREA PRIOR TO
4. COMPOST FILTER SOCK 14. COIR LOG TOE PROTECTION - SINGLE SEEDING SPECIFICATIONS. FINAL GROUND COVER HAS BEEN ESTABLISHED.THE CONTRACTOR IS RESPONSIBLE FOR RESTORING CONSTRUCTION AND IS SOLELY RESPONSIBLE FOR SITE CONSTRUCTION SAFETY.
5. CONSTRUCTION ENTRANCE 15. COIR MATTING VEGETATION TO ITS ORIGINAL CONDITION, OR BETTER, FOR UP TO A YEAR. 2. THE CONTRACTOR SHALL CONTACT 811 A MINIMUM OF THREE (3) WORKING DAYS BEFORE WORK IS
6. COFFER DAM 16. FILTER BAG
PERFORMED.
7. PERIMETER CONTROL OVERLAP - SINGLE 17. TEMPORARY BRIDGE REFERENCE: ENGINEERED FILUBACKFILL REQUIREMENTS 3. BORROW OR WASTE MATERIAL REQUIRED OR GENERATED DURING GRADING OPERATIONS WILL
8. CONCRETE WASHOUT 18. TIMBER MAT 1. 2016 TOPOGRAPHIC CONTOURS DERIVED FROM NORTH CAROLINA DEPARTMENT OF PUBLIC SAFETY 1. CLARIFICATION: REQUIRE AN APPROVED EROSION SEDIMENT CONTROL PERMIT FOR THE BORROW OR WASTE
9. COMPOST FILTER SOCK DROP INLET PROTECTION 19. ENERGY DISSIPATER EMERGENCY MANAGEMENT (NCPDS) NC SPATIAL DATA DOWNLOAD TOOL. THIS DIGITAL ELEVATION MATERIAL SITE PRIOR TO INITIATION OF ANY LAND DISTURBING ACTIVITY.
10. PIPE INLET PROTECTION - CFS MODEL (DEM) IN MITCHELL COUNTY, NORTH CAROLINA WAS CONVERTED INTO 5-FOOT CONTOURS SATISFACTORY SOILS USED AS ENGINEERED FILL/BACKFILL ARE TO BE WELL-GRADED AND COMPLY WITH
ADDITIONAL E&SC MEASURES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION USING ARCGIS SPATIAL ANALYST. 2023 TOPOGRAPHIC SURVEY CONTOURS DERIVED FROM SURVEY DATA ASTM D2487 USCS SOIL CLASSIFICATION GROUPS ML, CL, SC, SM, SW, OR SP-SM. ORGANIC CONTENT
AND/OR OFFSITE SEDIMENTATION. LAND DISTURBANCE BEYOND THE CONSTRUCTION CORRIDOR ON THE PLAN IS PROVIDED BY MOUNTAINEER LAND SURVEYING. SHALL NOT EXCEED 2 PERCENT.
A VIOLATION OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT AND SUBJECT TO 2. TAX PARCEL DATA OBTAINED FROM THE MITCHELL COUNTY, NORTH CAROLINA GEOGRAPHIC
A FINE FROM NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ).ACTUAL LOCATIONS OF INFORMATION SYSTEMS (GIS) DEPARTMENTS. 2. COMPACTION: Ln a
E&SC DEVICES MAY BE ADJUSTED BASED ON CONDITIONS IN THE FIELD. 3. HYDROLOGY DATA OBTAINED FROM THE NATIONAL HYDROGRAPHY DATASET (NHD). v a
4. FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA) 100-YEAR FLOODPLAIN, FLOODWAY, AND BASE BENCH NEW BACKFILL INTO EXISTING EMBANKMENT SOILS AS SHOWN ON THE DRAWINGS.
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SURFACE STABILIZATION - MULCHING FLOOD ELEVATION (BFE) DATA OBTAINED FROM THE FEMA NATIONAL FLOOD HAZARD LAYER (NFHL)T. PLACE BACKFILL IN LOOSE LAYERS NOT TO EXCEED 8 INCHES IN DEPTH FOR MATERIAL COMPACTED BYelf
AERIALDATAS v
MULCHING WILL BE THE MEASURE USED FOR STABILIZATION. DURING CONSTRUCTION, MULCHING FOR HEAVY COMPACTION EQUIPMENT, AND NOT MORE THAN 4 TO 6 INCHES IN LOOSE DEPTH FOR
STABILIZATION SHALL OCCUR AS TREE REMOVAL PROGRESSES. 5. AERIAL ORTHOIMAGERY OBTAINED FROM NC ONEMAP, DATED AUGUST 4, 2021. MATERIAL COMPACTED BY WALK BEHIND OR HAND-OPERATED EQUIPMENT. m
IF UNFORESEEN CIRCUMSTANCES OCCUR WHERE MULCHING IS NOT ADEQUATE, REFER TO THE SEEDING BEFORE COMPACTION, MOISTURE CONDITION AND SCARIFY EACH LAYER PRIOR TO PLACEMENT OF
SPECIFICATIONS. ADDITIONAL FILL LIFTS. DO NOT PLACE BACKFILL ON SURFACES THAT ARE MUDDY, FROZEN, OR O
CONTAIN FROST OR ICE.
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FINAL STABILIZATION TIMEFRAMES FOR MULCH OR SEEDING SHALL BE IN ACCORDANCE WITH SEEDING COMPACT BACKFILL SOIL MATERIAL TO 95 PERCENT STANDARD PROCTOR MAXIMUM DRY DENSITY AND z
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PRIOR TO LAND DISTURBANCE: SHAWNA RIDDLE, 828-296-4617, [e-mail].
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Q PROJECT NUMBER
213314
DRAWING NUMBER
11 !24

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR SELF-INSPECTION, RECORDKEEPING AND REPORTING FOR COMPLIANCE
COMPLIANCE WITH THE NCG01 CONSTRUCTION GENERAL PERMIT WITH THE NCG01 CONSTRUCTION GENERAL PERMIT
IMPLEMENTING THE DETAILS AND SPECIFICATIONS ON THIS PLAN SHEET WILL RESULT IN THE NCG01 SECTION F: MATERIALS HANDLING NCG01 - PART II, SECTION G: OPERATIONS AND MAINTENANCE NCG01 - PART III, SELF-INSPECTION, RECORDKEEPING AND REPORTING
CONSTRUCTION ACTIVITY BEING CONSIDERED COMPLIANT WITH THE GROUND STABILIZATION AND
MATERIALS HANDLING SECTIONS OF THE NCG01 CONSTRUCTION GENERAL PERMIT (SECTIONS E AND F, POLYACRYLAMIDES (PAMS) AND FLOCCULANTS: ITEM (4) DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT: SECTION B: RECORDKEEPING:
RESPECTIVELY). THE PERMITTEE SHALL COMPLY WITH THE EROSION AND SEDIMENT CONTROL PLAN
APPROVED BY THE DELEGATED AUTHORITY HAVING JURISDICTION. ALL DETAILS AND SPECIFICATIONS 1. SELECT FLOCCULANTS THAT ARE APPROPRIATE FOR THE SOILS BEING EXPOSED DURING SEDIMENT BASINS AND TRAPS THAT RECEIVE RUNOFF FROM DRAINAGE AREAS OF ONE ACRE OR MORE SHALL 1. E&SC PLAN DOCUMENTATION
SHOWN ON THIS SHEET MAY NOT APPLY DEPENDING ON SITE CONDITIONS AND THE DELEGATED CONSTRUCTION, SELECTING FROM THE NC DWR LIST OFAPPROVED PAMS/FLOCCULANTS. USE OUTLET STRUCTURES THAT WITHDRAW WATER FROM THE SURFACE WHEN THESE DEVICES NEED TO BE THE APPROVED E&SC PLAN AS WELL AS ANY APPROVED DEVIATION SHALL BE KEPT ON THE SITE. THE
AUTHORITY HAVING JURISDICTION. 2. APPLY FLOCCULANTS AT OR BEFORE THE INLETS TO EROSION AND SEDIMENT CONTROL MEASURES. DRAWN DOWN FOR MAINTENANCE OR CLOSE OUT UNLESS THIS IS INFEASIBLE. THE CIRCUMSTANCES IN WHICH APPROVED E&SC PLAN MUST BE KEPT UP-TO-DATE THROUGHOUT THE COVERAGE UNDER THIS
3. APPLY FLOCCULANTS AT THE CONCENTRATIONS SPECIFIED IN THE NC DWR LIST OFAPPROVED IT IS NOT FEASIBLE TO WITHDRAW WATER FROM THE SURFACE SHALL BE RARE (FOR EXAMPLE, TIMES WITH PERMIT. THE FOLLOWING ITEMS PERTAINING TO THE E&SC PLAN SHALL BE KEPT ON SITE AND 2016 AYRSLEY TOWN BLVD.
NCG01 - PART II, SECTION E: GROUND STABILIZATION PAMS/FLOCCULANTS AND IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. EXTENDED COLD WEATHER). NON-SURFACE WITHDRAWALS FROM SEDIMENT BASINS SHALL BE ALLOWED AVAILABLE FOR INSPECTION AT ALL TIMES DURING NORMAL BUSINESS HOURS. SUITE 2-A
4. PROVIDE PONDING AREA FOR CONTAINMENT OF TREATED STORMWATER BEFORE DISCHARGING ONLY WHEN ALL OF THE FOLLOWING CRITERIA HAVE BEEN MET: ITEM TO DOCUMENT DOCUMENTATION REQUIREMENTS CHARLOTTE, 28273
Q (704)523-472726
GROUND STABILIZATION TIMELINES: OFFSITE. EACH E&SC MEASURE HAS BEEN INITIAL AND DATE EACH E&SC MEASURE ON A COPY OF THE ENGINEERING FIRM
GROUND STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE LAND DISTURBING ACTIVITIES 5. STORE FLOCCULANTS IN LEAK-PROOF CONTAINERS THAT ARE KEPT UNDER STORM-RESISTANT A. THEE&SC PLAN AUTHORITY HAS BEEN PROVIDED WITH DOCUMENTATION OF THE NON-SURFACE (A)
WITHDRAWAL AND THE SPECIFIC TIME PERIODS OR CONDITIONS IN WHICH IT WILL OCCUR. THE INSTALLED AND DOES NOT APPROVED E&SC PLAN OR COMPLETE, DATE AND SIGN AN LICENSE NUNISER:F-oi76
HAVE CEASED WITHIN THE TIMEFRAMES LISTED ON THE TABLE BELOW. IT IS RECOMMENDED TO STABILIZE COVER OR SURROUNDED BY SECONDARY CONTAINMENT STRUCTURES.
THE GROUND MORE QUICKLY IF PRACTICABLE. EXTENSIONS OF TIME MAY BE APPROVED BY THE E&SC PLAN NON-SURFACE WITHDRAWAL SHALL NOT COMMENCE UNTIL THE E&SC PLAN AUTHORITY HAS APPROVED SIGNIFICANTLY DEVIATE FROM THE INSPECTION REPORT THAT LISTS EACH E&SC MEASURE
AUTHORITY BASED ON WEATHER OR OTHER SITE-SPECIFIC CONDITIONS THAT MAKE COMPLIANCE THESE ITEMS, LOCATIONS, DIMENSIONS AND RELATIVE SHOWN ON THE APPROVED E&SC PLAN. THIS
IMPRACTICABLE. PORTIONS OF A SITE THAT ARE LOWER IN ELEVATION AND NOT EXPECTED TO DISCHARGE EQUIPMENT AND VEHICLE MAINTENANCE: B. THE NON-SURFACE WITHDRAWAL HAS BEEN REPORTED AS AN ANTICIPATED BYPASS IN ACCORDANCE ELEVATIONS SHOWN ON THE APPROVED DOCUMENTATION IS REQUIRED UPON THE INITIAL
1. MAINTAIN VEHICLES AND EQUIPMENT TO PREVENT DISCHARGE OF FLUIDS. WITH PART III, SECTION C, ITEM (2)(C)AND (D) OF THIS PERMIT, E&SC PLAN. INSTALLATION OF THE E&SC MEASURES OR IF THE E&SC
DURING CONSTRUCTION MAY BE EXEMPT FROM THE TEMPORARY GROUND COVER REQUIREMENTS IF IDENTIFIED ON THE E&SC PLAN AND APPROVED BY THE E&SC PLAN AUTHORITY. 2. PROVIDE DRIP PANS UNDER ANY STORED EQUIPMENT. C. DEWATERING DISCHARGES ARE TREATED WITH CONTROLS TO MINIMIZE DISCHARGES OF POLLUTANTS MEASURES ARE MODIFIED AFTER INITIAL INSTALLATION.
3. IDENTIFY LEAKS AND REPAIR AS SOON AS FEASIBLE, OR REMOVE LEAKING EQUIPMENT FROM THE FROM STORMWATER THAT IS REMOVED FROM THE SEDIMENT BASIN. EXAMPLES OF APPROPRIATE (B) A PHASE OF GRADING HAS BEEN INITIAL AND DATE A COPY OF THE APPROVED E&SC PLAN OR
REQUIRED GROUND STABILIZATION TIMEFRAMES PROJECT. CONTROLS INCLUDE PROPERLY SITED, DESIGNED AND MAINTAINED DEWATERING TANKS, WEIR TANKS, COMPLETED. COMPLETE, DATE AND SIGN AN INSPECTION REPORT TO
4. COLLECT ALL SPENT FLUIDS, STORE IN SEPARATE CONTAINERS AND PROPERLY DISPOSE AS AND FILTRATION SYSTEMS, INDICATE COMPLETION OF THE CONSTRUCTION PHASE.
STABILIZE WITHIN THIS HAZARDOUS WASTE (RECYCLE WHEN POSSIBLE). D. VEGETATED, UPLAND AREAS OF THE SITES OR A PROPERLY DESIGNED STONE PAD IS USED TO THE (C) GROUND COVER IS LOCATED AND INITIAL AND DATE A COPY OF THE APPROVED E&SC PLAN OR ,
SITE AREA MANY CALENDAR DAYS TIMEFRAME VARIATIONS 5. REMOVE LEAKING VEHICLES AND CONSTRUCTION EQUIPMENT FROM SERVICE UNTIL THE PROBLEM EXTENT FEASIBLE AT THE OUTLET OF THE DEWATERING TREATMENT DEVICES DESCRIBED IN ITEM (C) INSTALLED IN ACCORDANCE WITH THE COMPLETE, DATE AND SIGN AN INSPECTION REPORT TO
DESCRIPTION AFTER CEASING LAND HAS BEEN CORRECTED. ABOVE, APPROVED E&SC PLAN. INDICATE COMPLIANCE WITH APPROVED GROUND COVER
DISTURBANCE 6. BRING USED FUELS, LUBRICANTS, COOLANTS, HYDRAULIC FLUIDS AND OTHER PETROLEUM PRODUCTS E. VELOCITY DISSIPATION DEVICES SUCH AS CHECK DAMS, SEDIMENTTRAPS, AND RIPRAP ARE PROVIDED SPECIFICATIONS.
(A) PERIMETER DIKES, SWALES, TO A RECYCLING OR DISPOSAL CENTER THAT HANDLES THESE MATERIALS. AT THE DISCHARGE POINTS OF ALL DEWATERING DEVICES, AND (D) THE MAINTENANCE AND REPAIR COMPLETE, DATE AND SIGN AN INSPECTION REPORT.
DITCHES, AND PERIMETER 7 NONE F. SEDIMENT REMOVED FROM THE DEWATERING TREATMENT DEVICES DESCRIBED IN ITEM (C) ABOVE IS REQUIREMENTS FOR ALL E&SC MEASURES THE QUARTZ CORP USA
DISPOSED OF IN A MANNER THAT DOES NOT CAUSE DEPOSITION OF SEDIMENT INTO WATERS OF THE HAVE BEEN PERFORMED. 797 ALTAPASS ROAD
SLOPES LITTER, BUILDING MATERIAL, AND LAND CLEARING WASTE: UNITED STATES. SPRUCE PINE,NC 28777
(B) HIGH QUALITY WATER 1. NEVER BURY OR BURN WASTE. PLACE LITTER AND DEBRIS IN APPROVED WASTE CONTAINERS. (E) CORRECTIVE ACTIONS HAVE BEEN INITIAL AND DATE A COPY OF THE APPROVED E&SC PLAN OR [phone]
(HQW) ZONES 7 NONE 2. PROVIDE A SUFFICIENT NUMBER AND SIZE OF WASTE CONTAINERS (E.G DUMPSTER, TRASH TAKEN TO E&SC MEASURES. COMPLETE, DATE AND SIGN AN INSPECTION REPORT TO
(C) SLOPES STEEPER THAN 3:1 IF SLOPES ARE 10' OR LESS IN
RECEPTACLE) ON SITE TO CONTAIN CONSTRUCTION AND DOMESTIC WASTES. NCG01 - PART III, SELF-INSPECTION, RECORDKEEPING AND REPORTING INDICATE THE COMPLETION OF THE CORRECTIVE ACTION.
3. LOCATE WASTE CONTAINERS AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS AND SURFACE ttttt;i9rar��r�
7 LENGTH AND ARE NOT STEEPER ADDITIONAL DOCUMENTATION TO BE KEPT ON SITE 2. � CA
WATERS UNLESS NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE. SECTION A: SELF-INSPECTION: tN Rp
THAN 2:1, 14 DAYS ARE ALLOWED p-,.. E
IN ADDITION TO THE E&SC PLAN DOCUMENTS ABOVE THE FOLLOWING ITEMS SHALL BE KEPT ON THE
i
SELF-INSPECTIONS ARE REQUIRED DURING NORMAL BUSINESS HOURS IN ACCORDANCE WITH THE TABLE O 4e SSio
- 7 DAYS FOR SLOPES GREATER 4. LOCATE WASTE CONTAINERS ON AREAS THAT DO NOT RECEIVE SUBSTANTIAL AMOUNTS OF RUNOFF SITE AND AVAILABLE FOR INSPECTORS AT ALL TIMES DURING NORMAL BUSINESS HOURS, UNLESS THE ?:q0
(D) SLOPES 3:1 TO 4:1 FROM UPLAND AREAS AND DOES NOT DRAIN DIRECTLY TO A STORM DRAIN, STREAM OR WETLAND. BELOW. WHEN ADVERSE WEATHER OR SITE CONDITIONS WOULD CAUSE THE SAFETY OF THE INSPECTION :Q 9�
THAN 50' IN LENGTH AND WITH PERSONNEL TO BE IN JEOPARDY, THE INSPECTION MAY BE DELAYED UNTIL THE NEXT BUSINESS DAY ON WHICH DIVISION PROVIDES A SITE-SPECIFIC EXEMPTION BASED ON UNIQUE SITE CONDITIONS THAT MAKE _ SEAL
SLOPES STEEPER THAN 4:1 5. COVER WASTE CONTAINERS AT THE END OF EACH WORKDAY AND BEFORE STORM EVENTS OR IT IS SAFE TO PERFORM THE INSPECTION. IN ADDITION, WHEN A STORM EVENT OF EQUAL TO OR GREATER THIS REQUIREMENT NOT PRACTICAL: = 042329 _
- 7 DAYS FOR PERIMETER DIKES, PROVIDE SECONDARY CONTAINMENT. REPAIR OR REPLACE DAMAGED WASTE CONTAINERS. THAN 1.0 INCH OCCURS OUTSIDE OF NORMAL BUSINESS HOURS,THE SELF-INSPECTION SHALL BE PERFORMED "
14 SWALES, DITCHES, PERIMETER 6. ANCHOR ALL LIGHTWEIGHT ITEMS IN WASTE CONTAINERS DURING TIMES OF HIGH WINDS.
UPON THE COMMENCEMENT OF THE NEXT BUSINESS DAY. ANYTIME WHEN INSPECTIONS WERE DELAYED (a) THIS GENERAL PERMIT AS WELL AS THE CERTIFICATE OF COVERAGE, AFTER IT IS RECEIVED.
SLOPES AND HQW ZONES 7. EMPTY WASTE CONTAINERS AS NEEDED TO PREVENT OVERFLOW. CLEAN UP IMMEDIATELY IF SHALL BE NOTED IN THE INSPECTION RECORD. �, '4 R ��`�yy�11'`�
- 10 DAYS FOR FALLS LAKE CONTAINERS OVERFLOW. FREQUENCY (b) RECORDS OF INSPECTIONS MADE DURING THE PREVIOUS TWELVE MONTHS. THE PERMITTEE l►t Ilia Zy
WATERSHED 8. DISPOSE WASTE OFF-SITE AT AN APPROVED DISPOSAL FACILITY.
INSPECT (DURING NORMAL INSPECTION RECORDS MUST INCLUDE: SHALL RECORD THE REQUIRED OBSERVATIONS ON THE INSPECTION RECORD FORM PROVIDED BY
(E) AREAS WITH SLOPES - 7 DAYS FOR PERIMETER DIKES, 9. ON BUSINESS DAYS, CLEAN UP AND DISPOSE OF WASTE IN DESIGNATED WASTE CONTAINERS. BUSINESS HOURS) THE DIVISION OR A SIMILAR INSPECTION FORM THAT INCLUDES ALL THE REQUIRED ELEMENTS.
FLATTER THAN 4:1 SWALES, DITCHES, PERIMETER USE OF ELECTRONICALLY-AVAILABLE RECORDS IN LIEU OF THE REQUIRED PAPER COPIES WILL BE
14 SLOPES AND HQW ZONES PAINT AND OTHER LIQUID WASTE: (1) RAIN GAUGE DAILY DAILY RAINFALL AMOUNTS. IF NO DAILY RAIN GAUGE ALLOWED IF SHOWN TO PROVIDE EQUAL ACCESS AND UTILITY AS THE HARD-COPY RECORDS.
- 10 DAYS FOR FALLS LAKE MAINTAINED IN OBSERVATIONS ARE MADE DURING WEEKEND OR
1. DO NOT DUMP PAINT AND OTHER LIQUID WASTE INTO STORM DRAINS, STREAMS OR WETLANDS.
WATERSHED UNLESS THERE IS ZERO ,GOOD WORKING HOLIDAY PERIODS AND NO INDIVIDUAL-DAY
2. LOCATE PAINT WASHOUTS AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS AND SURFACE 3. DOCUMENTATION TO BE RETAINED FOR THREE YEARS
SLOPE WATERS UNLESS NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE. ORDER RAINFALL INFORMATION IS AVAILABLE, RECORD THE ALL DATA USED TO COMPLETE THE E-NOI AND ALL INSPECTION RECORDS SHALL BE MAINTAINED FOR
3. CONTAIN LIQUID WASTES IN A CONTROLLED AREA. CUMULATIVE RAIN MEASUREMENT FOR THOSE A PERIOD OF THREE YEARS AFTER PROJECT COMPLETION AND MADE AVAILABLE UPON REQUEST. [40
NOTE: AFTER THE PERMANENT CESSATION OF CONSTRUCTION ACTIVITIES, ANY AREAS WITH TEMPORARY 4. CONTAINMENT MUST BE LABELED, SIZED AND PLACED APPROPRIATELY FOR THE NEEDS OF SITE. UN-ATTENDED DAYS (AND THIS WILL DETERMINE IF A CFR 122.41]SITE INSPECTION IS NEEDED). DAYS ON WHICH NO
GROUND STABILIZATION SHALL BE CONVERTED TO PERMANENT GROUND STABILIZATION AS SOON AS 5. PREVENT THE DISCHARGE OF SOAPS, SOLVENTS, DETERGENTS AND OTHER LIQUID WASTES FROM RAINFALL OCCURRED SHALL BE RECORDED AS "ZERO."
PRACTICABLE BUT IN NO CASE LONGER THAN 90 CALENDAR DAYS AFTER THE LAST LAND DISTURBING CONSTRUCTION SITES. THE PERMITTEE MAY USE ANOTHER NCG01 PART III SELF-INSPECTION, RECORDKEEPING AND REPORTING
ACTIVITY. TEMPORARY GROUND STABILIZATION SHALL BE MAINTAINED IN A MANNER TO RENDER THE RAIN-MONITORING DEVICE APPROVED BY THE
SURFACE STABLE AGAINST ACCELERATED EROSION UNTIL PERMANENT GROUND STABILIZATION IS PORTABLE TOILETS: DIVISION. Ln a
ACHIEVED. SECTION C: REPORTING u
1. OCCURRENCES THAT MUST BE REPORTED
1. INSTALL PORTABLE TOILETS ON LEVEL GROUND, AT LEAST 50 FEET AWAY FROM STORM DRAINS, (2) E&SC AT LEAST ONCE PER 7 1. IDENTIFICATION OF THE MEASURES INSPECTED, a
STREAMS OR WETLANDS UNLESS THERE IS NO ALTERNATIVE REASONABLY AVAILABLE. IF 50 FOOT MEASURES CALENDAR DAYS AND 2. DATE AND TIME OF THE INSPECTION, PERMITTEES SHALL REPORT THE FOLLOWING OCCURRENCES:
GROUND STABILIZATION SPECIFICATION: OFFSET IS NOT ATTAINABLE, PROVIDE RELOCATION OF PORTABLE TOILET BEHIND SILT FENCE OR WITHIN 24 HOURS OF A 3. NAME OF THE PERSON PERFORMING THE _ v
STABILIZE THE GROUND SUFFICIENTLY SO THAT RAIN WILL NOT DISLODGE THE SOIL. USE ONE OF THE PLACE ON A GRAVEL PAD AND SURROUND WITH SAND BAGS. RAIN EVENT > 1.0 INCH IN INSPECTION,
TECHNIQUES IN THE TABLE BELOW: 2. PROVIDE STAKING OR ANCHORING OF PORTABLE TOILETS DURING PERIODS OF HIGH WINDS OR IN 24 HOURS 4. INDICATION OF WHETHER THE MEASURES WERE (a. VISIBLE SEDIMENT DEPOSITION IN A STREAM OR WETLAND. o >_
TEMPORARY STABILIZATION PERMANENT STABILIZATION HIGH FOOT TRAFFIC AREAS. OPERATING PROPERLY, v m
3. MONITOR PORTABLE TOILETS FOR LEAKING AND PROPERLY DISPOSE OF ANY LEAKED MATERIAL. 5. DESCRIPTION OF MAINTENANCE NEEDS FOR THE (b. OIL SPILLS IF:
• TEMPORARY GRASS SEED COVERED WITH STRAW • PERMANENT GRASS SEED COVERED WITH STRAW UTILIZE A LICENSED SANITARY WASTE HAULER TO REMOVE LEAKING PORTABLE TOILETS AND REPLACE MEASURE, • THEY ARE 25 GALLONS OR MORE, z
OR OTHER MULCHES AND TACKIFIERS OR OTHER MULCHES AND TACKIFIERS 6. DESCRIPTION, EVIDENCE, AND DATE OF CORRECTIVE O
WITH PROPERLY OPERATING UNIT. • THEY ARE LESS THAN 25 GALLONS BUT CANNOT BE CLEANED UP WITHIN 24 HOURS,
• GEOTEXTILE FABRICS SUCH AS PERMANENT SOIL ACTIONS TAKEN.
• HYDROSEEDING REINFORCEMENT MATTING • THEY CAUSE SHEEN ON SURFACE WATERS (REGARDLESS OF VOLUME), OR
(3) STORMWATER AT LEAST ONCE PER 7 1. IDENTIFICATION OF THE DISCHARGE OUTFALLS
u • HYDROSEEDING EARTHEN STOCKPILE MANAGEMENT: • THEY ARE WITHIN 100 FEET OF SURFACE WATERS (REGARDLESS OF VOLUME).
z • ROLLED EROSION CONTROL PRODUCTS WITH OR - SHRUBS OR OTHER PERMANENT PLANTING 1. SHOW STOCKPILE LOCATIONS ON PLANS. LOCATE EARTHEN-MATERIAL STOCKPILE AREAS AT LEAST 50 DISCHARGE CALENDAR DAYS AND INSPECTED, z
N WITHOUT TEMPORARY GRASS SEED COVERED WITH MULCH OUTFACES (SDC'S) WITHIN 24 HOURS OF A 2. DATE AND TIME OF THE INSPECTION, O
FEET AWAY FROM STORM DRAIN INLETS, SEDIMENT BASINS, PERIMETER SEDIMENT CONTROLS AND u
UNIFORM AND EVENLY DISTRIBUTED GROUND SURFACE WATERS UNLESS IT CAN BE SHOWN NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE. RAIN EVENT > 1.0 INCH IN 3. NAME OF THE PERSON PERFORMING THE (c. RELEASES OF HAZARDOUS SUBSTANCES IN EXCESS OF REPORTABLE QUANTITIES UNDER SECTION Z
24 HOURS INSPECTION, 311 OF THE CLEAN WATER ACT (REF: 40 CFR 110.3 AND 40 CFR 117.3) OR SECTION 102 OF CERCLA O
Q • APPROPRIATELY APPLIED STRAW OR OTHER COVER SUFFICIENT TO RESTRAIN EROSION 2. PROTECT STOCKPILE WITH SILT FENCE INSTALLED ALONG TOE OF SLOPE WITH A MINIMUM OFFSET OF 4. EVIDENCE OF INDICATORS OF STORMWATER (REF: 40 CFR 302.4) OR G.S. 143-215.85. - a_
MULCH • STRUCTURAL METHODS SUCH AS CONCRETE, FIVE FEET FROM THE TOE OF STOCKPILE. POLLUTION SUCH AS OIL SHEEN, FLOATING OR O °C
ASPHALT OR RETAINING WALLS 3. PROVIDE STABLE STONE ACCESS POINT WHEN FEASIBLE. z tA
o SUSPENDED SOLIDS OR DISCOLORATION, (d. ANTICIPATED BYPASSES AND UNANTICIPATED BYPASSES. �++
E • PLASTIC SHEETING • ROLLED EROSION CONTROL PRODUCTS WITH 4. STABILIZE STOCKPILE WITHIN THE TIMEFRAMES PROVIDED ON THIS SHEET AND IN ACCORDANCE 5. INDICATION OF VISIBLE SEDIMENT LEAVING THE SITE, ~
GRASS SEED WITH THE APPROVED PLAN AND ANY ADDITIONAL REQUIREMENTS. SOIL STABILIZATION IS DEFINED 6. DESCRIPTION, EVIDENCE, AND DATE OF CORRECTIVE
AS VEGETATIVE, PHYSICAL OR CHEMICAL COVERAGE TECHNIQUES THAT WILL RESTRAIN ACCELERATED (e. NONCOMPLIANCE WITH THE CONDITIONS OF THIS PERMIT THAT MAY ENDANGER HEALTH OR
ACTIONS TAKEN. THE ENVIRONMENT.
EROSION ON DISTURBED SOILS FOR TEMPORARY OR PERMANENT CONTROL NEEDS. (4) PERIMETER OF AT LEAST ONCE PER 7 IF VISIBLE SEDIMENTATION IS FOUND OUTSIDE SITE O
SITE CALENDAR DAYS AND LIMITS, THEN A RECORD OF THE FOLLOWING SHALL BE 2. REPORTING TIMEFRAMES AND OTHER REQUIREMENTS o
o HERBICIDES, PESTICIDES, AND RODENTICIDES: WITHIN 24 HOURS OF A MADE:
1. STORE AND APPLY HERBICIDES, PESTICIDES AND RODENTICIDES IN ACCORDANCE WITH LABEL RAIN EVENT > 1.0 INCH IN 1. ACTIONS TAKEN TO CLEAN UP OR STABILIZE THE AFTER A PERMITTEE BECOMES AWARE OF AN OCCURRENCE THAT MUST BE REPORTED, HE SHALL V)
RESTRICTIONS. 24 HOURS SEDIMENT THAT HAS LEFT THE SITE LIMITS, CONTACT THE APPROPRIATE DIVISION REGIONAL OFFICE WITHIN THE TIMEFRAMES AND IN -
2. DESCRIPTION, EVIDENCE, AND DATE OF CORRECTIVE ACCORDANCE WITH THE OTHER REQUIREMENTS LISTED BELOW. OCCURRENCES OUTSIDE NORMAL �
2. STORE HERBICIDES, PESTICIDES AND RODENTICIDES IN THEIR ORIGINAL CONTAINERS WITH THE LABEL, `"
Q WHICH LISTS DIRECTIONS FOR USE, INGREDIENTS AND FIRST AID STEPS IN CASE OF ACCIDENTAL BUSINESS HOURS MAY ALSO BE REPORTED TO THE DEPARTMENT'S ENVIRONMENTAL EMERGENCY
ACTIONS TAKEN, AND �CD a
od
POISONING. 3. AN EXPLANATION AS TO THE ACTIONS TAKEN TO CENTER PERSONNEL AT [phone].
3. DO NOT STORE HERBICIDES, PESTICIDES AND RODENTICIDES IN AREAS WHERE FLOODING IS POSSIBLE CONTROL FUTURE RELEASES. REPORTING TIMEFRAMES (AFTER DISCOVERY)
OCCURRENCE
OR WHERE THEY MAY SPILL OR LEAK INTO WELLS, STORMWATER DRAINS, GROUND WATER OR
(5) STREAMS OR AT LEAST ONCE PER 7 IF THE STREAM OR WETLAND HAS INCREASED VISIBLE AND OTHER REQUIREMENTS
SURFACE WATER. IF A SPILL OCCURS, CLEAN AREA IMMEDIATELY. WETLANDS ONSITE CALENDAR DAYS AND SEDIMENTATION OR A STREAM HAS VISIBLE (A)VISIBLE SEDIMENT DEPOSITION IN A 9WITHIN24 HOURS,AN ORAL OR ELECTRONIC NOTIFICATION. a Z
4. DO NOT STOCKPILE THESE MATERIALS ONSITE. OR OFFSITE WITHIN 24 HOURS OF A INCREASED TURBIDITY FROM THE CONSTRUCTION STREAM OR WETLAND • WITHIN 7 CALENDAR DAYS,A REPORT THAT CONTAINS A DESCRIPTION
a (WHERE RAIN EVENT > 1.0 INCH IN ACTIVITY, THEN A RECORD OF THE FOLLOWING SHALL OF THE SEDIMENT AND ACTIONS TAKEN TO ADDRESS THE CAUSE OF THE
HAZARDOUS AND TOXIC WASTE: ACCESSIBLE) 24 HOURS BE MADE: DEPOSITION. DIVISION STAFF MAY WAIVE THE REQUIREMENT FOR A
1. CREATE DESIGNATED HAZARDOUS WASTE COLLECTION AREAS ON-SITE. 1. DESCRIPTION, EVIDENCE AND DATE OF CORRECTIVE WRITTEN REPORT ON A CASE-BY-CASE BASIS.
ACTIONS TAKEN, AND • IF THE STREAM IS NAMED ON THE NC 303(D) LIST AS IMPAIRED FOR
2. PLACE HAZARDOUS WASTE CONTAINERS UNDER COVER OR IN SECONDARY CONTAINMENT. 2. RECORDS OF THE REQUIRED REPORTS TO THE SEDIMENT-RELATED CAUSES,THE PERMITTEE MAY BE REQUIRED TO O
3. DO NOT STORE HAZARDOUS CHEMICALS, DRUMS OR BAGGED MATERIALS DIRECTLY ON THE APPROPRIATE DIVISION REGIONAL OFFICE PER PART III, PERFORM ADDITIONAL MONITORING, INSPECTIONS OR APPLY MORE z
GROUND. Q
SECTION C, ITEM (2)(A) OF THIS PERMIT. STRINGENT PRACTICES IF STAFF DETERMINE THAT ADDITIONAL ~
T
REQUIREMENTS ARE NEEDED TO ASSURE COMPLIANCE WITH THE
T CONCRETE WASHOUTS: (6) GROUND AFTER EACH PHASE OF 1.THE PHASE OF GRADING (INSTALLATION OF FEDERAL OR STATE IMPAIRED-WATERS CONDITIONS `u O a
STABILIZATION GRADING PERIMETER E&SC MEASURES, CLEARING AND oC
1. WHEN APPLICABLE, CONCRETE WASHOUT DETAIL WITH NOTES INCLUDED ON DETAIL DRAWING. MEASURES GRUBBING, INSTALLATION OF STORM DRAINAGE (B) OIL SPILLS AND RELEASE OF WITHIN24 HOURS,AN ORAL OR ELECTRONIC NOTIFICATION.THE w N Q
v FACILITIES, COMPLETION OF ALL LAND-DISTURBING HAZARDOUS SUBSTANCES PER ITEM NOTIFICATION SHALL INCLUDE INFORMATION ABOUT THE DATE,TIME, z V
ACTIVITY, CONSTRUCTION OR REDEVELOPMENT 1(B)-(C)ABOVE NATURE,VOLUME AND LOCATION OF THE SPILL OR RELEASE. �
,
PERMANENT GROUND COVER). (C)ANTICIPATED BYPASSES [40 CFR A REPORTAT LEAST TEN DAYS BEFORE THEDATEOF THEBYPASS,IF N O 0
2. DOCUMENTATION THAT THE REQUIRED GROUND 122.41(M)(3)] Ur N O
POSSIBLE.THE REPORT SHALL INCLUDE AN EVALUATION OF THE N V Z
STABILIZATION MEASURES HAVE BEEN PROVIDED ANTICIPATED QUALITY AND EFFECT OF THE BYPASS.
v WITHIN THE REQUIRED TIMEFRAME OR AN ASSURANCE U Q °C ~
m (D) UNANTICIPATED BYPASSES [40 CFR • WITHIN24 HOURS,AN ORAL OR ELECTRONIC NOTIFICATION. Z J Q Z
THAT THEY WILL BE PROVIDED AS SOON AS POSSIBLE. 122.41(M)(3)] • WITHIN 7 CALENDAR DAYS, A REPORT THAT INCLUDES AN EVALUATION Q O, O
a NOTE: THE RAIN INSPECTION RESETS THE REQUIRED 7 CALENDAR DAY INSPECTION REQUIREMENT. OF THE QUALITY AND EFFECT OF THE BYPASS. z0 Lu U
(E) NONCOMPLIANCE WITH THE • WITHIN 24 HOURS,AN ORAL OR ELECTRONIC NOTIFICATION. J
.o CONDITIONS OF THIS PERMIT THAT MAY • WITHIN 7 CALENDAR DAYS,A REPORT THAT CONTAINS A DESCRIPTION V =
a ENDANGER HEALTH OR THE OF THE NONCOMPLIANCE,AND ITS CAUSES;THE PERIOD OF
o ENVIRONMENT[40 CFR 122.41(L)(7)] NONCOMPLIANCE, INCLUDING EXACT DATES AND TIMES,AND IF THE
NONCOMPLIANCE HAS NOT BEEN CORRECTED,THE ANTICIPATED TIME O
REFERENCE: REFERENCE: NONCOMPLIANCE IS EXPECTED TO CONTINUE;AND STEPS TAKEN OR 0
PLANNED TO REDUCE, ELIMINATE,AND PREVENT REOCCURRENCE OF THE
NCDEQ GROUND STABILIZATION AND MATERIALS HANDLING SAMPLE SHEET NCDEQ INSPECTION, RECORDKEEPING AND REPORTING SAMPLE SHEET (NCG01-SELF- NONCOMPLIANCE. [40 CFR 122.41(L)(6). Z
(NCG01_DETAIL_3-29_19.DWG), EFFECTIVE 4/1/2019, REVISED 3/29/19. INSPECTION-SHEET-REVISED-5-17-19.DWG), EFFECTIVE 4/1/2019, REVISED 5/17/19. • DIVISION STAFF MAY WAIVE THE REQUIREMENT FOR A WRITTEN z
a REPORT ON A CASE-BY-CASE BASIS.
a
z
Q PROJECT NUMBER
213314
DRAWING NUMBER
12 24

SEEDING SPECIFICATIONS �
TEMPORARY MOUNTAINS UPLAND PERMANENT MOUNTAINS UPLAND
DEFINITION: USE CERTIFIED SEED FOR PERMANENT SEEDING. SEEDING SPECIFICATIONS
CONTROLLING RUNOFF AND EROSION ON DISTURBED UPLAND AREAS BY ESTABLISHING PERENNIAL STABILIZATION SPECIFICATIONS
VEGETATIVE COVER WITH SEED. LABELING OF NON-CERTIFIED SEED IS ALSO REQUIRED BY LAW. LABELS CONTAIN IMPORTANT INFORMATION FEBRUARY 15 TO MAY 15 (ELEV.ABOVE 2500 FEET) SEEDING DATES-AUGUST 1 TO JUNE 1*
ON SEED PURITY, GERMINATION, AND PRESENCE OF WOOD SEEDS. SEEDS MUST MEET STATE STANDARDS SEEDING DATES APPLICATION RATE
PURPOSE FOR CONTENT OF NOXIOUS WEEDS. DO NOT ACCEPT SEED CONTAINING "PROHIBITED" NOXIOUS WEED SEED. FEBRUARY 1 TO MAY 1 (ELEV.BELOW 2500 FEET) SEEDING MIXTURE&AMENDMENTS (LBS/ACRE)
TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS, AND TO PERMANENTLY APPLICATION RATE 2016 AYRSLEY TOWN BLVD.
STABILIZE SUCH AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTS TO SITE CONDITIONS, AND ALLOWS INOCULATE LEGUME SEED WITH THE RHIZOBIUM BACTERIA APPROPRIATE TO THE SPECIES OF LEGUME. SEEDING MIXTURE &AMENDMENTS (LBS/ACRE) KENTUCKY BLUEGRASS 20 SUITE
(POA PRATENSIS) CHARLOTTE,,N NC 28273
SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS. RYE GRAIN [phone]
APPLY SEED UNIFORMLY WITH A CYCLONE SEEDER, DROP-TYPE SPREADER, DRILL, CULTIPACKER SEEDER, OR 120 HARD FESCUE
HYDRO SEEDER ON A FIRM, FRIABLE SEEDBED. (SECALE CEREALE) COMMON NAME (FESTUCA BREVIPILA) 75 ENGINEERING FIRM
SEEDBED REQUIREMENTS COMMON NAME (SPECIES) LICENSE NUMBER:F-0176
ESTABLISHMENT OF VEGETATION SHOULD NOT BE ATTEMPTED ON SITES THAT ARE UNSUITABLE DUE TO (SPECIES) KOBE LESPEDEZA (FESTUCA LONGIFOLIA)
WHEN USING A DRILL OR CULTIPACKER SEEDER PLANT SMALL GRAINS NO MORE THAN 1 INCH DEEP (KUMMEROWIA STRIATA V. 50
EXCESSIVE SOIL COMPACTION, INAPPROPRIATE SOIL TEXTURE, POOR DRAINAGE, CONCENTRATED OVERLAND GRASSES AND LEGUMES NO MORE THAN 1/2 INCH. EQUIPMENT SHOULD BE CALIBRATED IN THE FIELD FOR KOBE) RYE GRAIN 25
FLOW, OR STEEPNESS OF SLOPE UNTIL MEASURES HAVE BEEN TAKEN TO CORRECT THESE PROBLEMS. THE DESIRED SEEDING RATE. (SECALE CEREALE)
TO MAINTAIN A GOOD STAND OF VEGETATION, THE SOIL MUST MEET CERTAIN MINIMUM REQUIREMENTS AS SOIL AMENDMENTS 10-10-10 FERTILIZER 750 SOIL AMENDMENTS
WHEN USING BROADCAST-SEEDING METHODS, SUBDIVIDE THE AREA INTO WORKABLE SECTIONS AND 10-20-20 FERTILIZER 500
A GROWTH MEDIUM. THE EXISTING SOIL SHOULD HAVE THESE CRITERIA: (REFER TO SEEDBED REFER TO SEEDBED
DETERMINE THE AMOUNT OF SEED NEEDED FOR EACH SECTION. APPLY ONE-HALF THE SEED WHILE MOVING PREPARATION NOTES)
• ENOUGH FINE-GRAINED (SILT AND CLAY) MATERIAL TO MAINTAIN ADEQUATE MOISTURE AND NUTRIENT BACK AND FORTH ACROSS THE AREA, MAKING A UNIFORM PATTERN: THEN APPLY THE SECOND HALF IN THE LIMESTONE 2,000 PREPARATION NOTES) LIMESTONE 4,000
SUPPLY (AVAILABLE WATER CAPACITY OF AT LEAST .05 INCHES WATER TO 1 INCH OF SOIL). SAME WAY, BUT MOVING AT RIGHT ANGLES TO THE FIRST PASS. MULCH MULCH
• SUFFICIENT PORE SPACE TO PERMIT ROOT PENETRATION. .MULCH ALL PLANTINGS IMMEDIATELY AFTER SEEDING (REFER TO SEEDING GRAIN STRAW 4,000 iw
(REFER TO SEEDING GRAIN STRAW 4,000
• SUFFICIENT DEPTH OF SOIL TO PROVIDE AN ADEQUATE ROOT ZONE. THE DEPTH TO ROCK OR NOTES) NOTES)
IMPERMEABLE LAYERS SUCH AS HARDPANS SHOULD BE 12 INCHES OR MORE, EXCEPT ON SLOPES HYDRO SEEDING SEEDING DATES-MAY 15 TO AUGUST 15 .
STEEPER THAN 2:1 WHERE THE ADDITION OF SOIL IS NOT FEASIBLE.
SURFACE ROUGHENING IS PARTICULARLY IMPORTANT WHEN HYDRO SEEDING, AS A ROUGHENED SLOPE SEEDING DATES - MAY 1 TO SEPTEMBER 1*
• A FAVORABLE PH RANGE FOR PLANT GROWTH, USUALLY 6.0 - 6.5. WILL PROVIDE SOME NATURAL COVERAGE FOR LIME, FERTILIZER, AND SEED. THE SURFACE SHOULD NOT BE SEEDING MIXTURE&AMENDMENTS APPLICATION RATE APPLICATION RATE
• FREE FROM LARGE ROOTS, BRANCHES, STONES, LARGE CLODS OF EARTH, OR TRASH OF ANY KIND. (LBS/ACRE) SEEDING MIXTURE&AMENDMENTS THE QUARTZ CORP USA
CLODS AND STONES MAY BE LEFT ON SLOPES STEEPER THAN 3:1 IF THEY ARE TO BE HYDRO SEEDED. COMPACTED OR SMOOTH. FINE SEEDBED PREPARATION IS NOT NECESSARY FOR HYDRO SEEDING (LBS/ACRE) 797 ALTAPASS ROAD
OPERATIONS: LARGE CLODS, STONES, AND IRREGULARITIES PROVIDE CAVITIES IN WHICH SEEDS CAN LODGE. COMMON NAME GERMAN MILLET 40 KENTUCKY BLUEGRASS SPRUCE PINE,NC 28777
IF ANY OF THESE CRITERIA ARE NOT MET - I.E., IF EXISTING SOIL IS TOO COARSE, DENSE, SHALLOW OR ACIDIC (SPECIES) (SETARIA ITALICA) (POA PRATENSIS) 20 [phone]
TO FOSTER VEGETATION - SPECIAL AMENDMENTS ARE REQUIRED. THE SOIL CONDITIONERS DESCRIBED RATE OF WOOD FIBER (CELLULOSE) APPLICATION SHOULD BE AT LEAST 4,000 LB/ACRE.
SOIL AMENDMENTS HARD FESCUE
(
BELOW MAY BE BENEFICIAL OR, PREFERABLY, TOPSOIL MAY BE APPLIED. APPLY LEGUME INOCULANTS AT FOUR TIMES THE RECOMMENDED RATE WHEN ADDING INOCULANT TO A REFER TO SEEDBED 10-10-10 FERTILIZER 750 COMMON NAME (FESTUCA BREVIPILA) 75
(SPECIES)
HYDRO SEEDER SLURRY. PREPARATION NOTES) (FESTUCA LONGIFOLIA) """ CA
SEEDBED PREPARATION 'tN..••..RO
LIMESTONE 2,000 p4ti.•�Eg g�o.liy'
INSTALL NECESSARY MECHANICAL EROSION AND SEDIMENTATION CONTROL PRACTICES BEFORE SEEDING, IF A MACHINERY BREAKDOWN OF 1/2 TO 2 HOURS OCCURS, ADD 50% MORE SEED TO THE TANK, BASED ON GERMAN OR BROWNTOP 0 , p
AND COMPLETE GRADING ACCORDING TO THE APPROVED PLAN. MULCH MILLET :Q 9r:
THE PROPORTION OF THE SLURRY REMAINING. THIS SHOULD COMPENSATE FOR DAMAGE TO SEED. BEYOND (REFER TO SEEDING GRAIN STRAW 4,000 (SETARIA ITALICA OR 10 _ SEAL
LIME AND FERTILIZER NEEDS SHOULD BE DETERMINED BY SOIL TESTS. DIRECTIONS, SAMPLE CARTONS, AND 2 HOURS, A FULL RATE OF NEW SEED MAY BE NECESSARY. NOTES) UROCHLOA RAMOSA) - 442329
INFORMATION SHEETS ARE AVAILABLE THROUGH COUNTY AGRICULTURAL EXTENSION OFFICES.TESTING IS LIME IS NOT NORMALLY APPLIED WITH A HYDRAULIC SEEDER BECAUSE IT IS ABRASIVE. IT CAN BE BLOWN SEEDING DATES-AUGUST 15 TO DECEMBER 15 ?
ALSO DONE BY COMMERCIAL LABORATORIES. SOIL AMENDMENTS '.{''�. �� '"
ONTO STEEP SLOPES IN DRY FORM. APPLICATION RATE 10-20-20 FERTILIZER 500 �,� q�,
SEEDING MIXTURE &AMENDMENTS (REFER TO SEEDBED �r�I ZY
WHEN SOIL TESTS RESULTS ARE NOT AVAILABLE, FOLLOW RATES SUGGESTED IN THE SEEDING MAINTENANCE (LBS/ACRE) PREPARATION NOTES) X°t° 7
SPECIFICATIONS TABLES. GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE FULLY ESTABLISHED UNTIL SOIL COMMON NAME RYE GRAIN LIMESTONE 4,000
COVER HAS BEEN MAINTAINED FOR ONE FULL YEAR FROM PLANTING. INSPECT SEEDED AREAS FOR FAILURE (SPECIES) (SECALE CEREALE) 120 MULCH
APPLY LIME AND FERTILIZER EVENLY AND INCORPORATE INTO THE TOP 4-6 INCHES OF SOIL BY DISKING OR OTHER SUITABLE MEANS. OPERATE MACHINERY ON THE CONTOUR. WHEN USING A HYDRO SEEDER, APPLY AND MAKE NECESSARY REPAIRS AND RESEEDINGS WITHIN THE SAME SEASON, IF POSSIBLE. (REFER TO SEEDING GRAIN STRAW 4,000 LIME AND FERTILIZER TO A ROUGH, LOOSE SURFACE. SOIL AMENDMENTS 10-10-10 FERTILIZER 1,000 NOTES)
RESEEDING--IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE OF PLANT MATERIALS AND (REFER TO SEEDBED *ONLY ONE SEED MIXTURE SHALL BE SELECTED DURING PERIODS OF OVERLAPPING
ROUGHEN SURFACES PRIOR TO SEEDING. QUANTITIES OF LIME AND FERTILIZER. RE-ESTABLISH THE STAND AFTER SEEDBED PREPARATION OR OVER- PREPARATION NOTES) DATES.
SEED THE STAND. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF YEAR IS NOT LIMESTONE 2,000
COMPLETE SEEDBED PREPARATION BY BREAKING UP LARGE CLODS AND RAKING INTO A SMOOTH, UNIFORM
APPROPRIATE FOR PERMANENT SEEDING. MULCH REFERENCES:
SURFACE (SLOPES LESS THAN 3:1). FILL IN OR LEVEL DEPRESSIONS THAT CAN COLLECT WATER. BROADCAST (REFER TO SEEDING GRAIN STRAW 4,000 NCDOT STANDARD SEEDING SPECIFICATIONS (LAST REVISED APRIL 2019). EROSION
SEED INTO A FRESHLY LOOSENED SEEDBED THAT HAS NOT BEEN SEALED BY RAINFALL. IF VEGETATION FAILS TO GROW, SOIL MUST BE TESTED TO DETERMINE IF ACIDITY OR NUTRIENT IMBALANCE IS NOTES) AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SECTION 6.11 (LAST
RESPONSIBLE. REVISED MAY 2013), NCDEQ.
SEEDING FERTILIZATION--ON THE TYPICAL DISTURBED SITE, FULL ESTABLISHMENT USUALLY REQUIRES
SEEDING DATES GIVEN IN THE SEEDING MIXTURE SPECIFICATIONS ARE CONSIDERED TO BE "BEST' OR Ln a
"POSSIBLE". SEEDINGS PROPERLY CARRIED OUT WITHIN THE DATE RANGES GIVEN HAVE A HIGH PROBABILITY RE-FERTILIZATION IN THE SECOND GROWING SEASON. FINE TURF REQUIRES ANNUAL MAINTENANCE u Q
OF SUCCESS. IT IS ALSO POSSIBLE TO HAVE SATISFACTORY ESTABLISHMENT WHEN SEEDING OUTSIDE THESE FERTILIZATION. USE SOIL TESTS IF POSSIBLE OR FOLLOW THE GUIDELINES GIVEN FOR THE SPECIFIC SEEDING
DATES. HOWEVER, AS YOU DEVIATE FROM THEM, THE PROBABILITY OF FAILURE INCREASES RAPIDLY. SEEDING MIXTURE. _
3 ON THE LAST DATE SHOWN MAY REDUCE CHANCES OF SUCCESS BY 30-50%. ALWAYS TAKE THIS INTO SEEDING SPECIFICATIONS V
ACCOUNT IN SCHEDULING LAND-DISTURBING ACTIVITIES. SEE TABLES FOR UPLAND AREAS TEMPORARY AND PERMANENT SEEDING SPECIFICATIONS. o
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PROJECT NUMBER
213314
DRAWING NUMBER
13 24

8-FT. MAXIMUM 5-FT.STEEL POST
5-FT. STEEL POST
SAFETY CAP 14 GAUGE WIRE MESH SAFETY CAP GENERAL NOTES
FILTER FABRIC PLASTIC OR TABLE: STANDARD STRENGTH 1. USE 18-IN. DIAMETER FILTREXX8 SILTSOXXTM ORIGINAL OR ENGINEER APPROVED ALTERNATIVE.
(REFER TO TABLE) WIRE TIE PLASTIC OR WIRE TIE WOODEN STAKE COMPOST FILTER SOCK 2. CHECK DAMS SHOULD BE LOCATED AS SHOWN ON PLAN VIEW DRAWINGS AND AS DIRECTED BY
WOVEN FILTER FABRIC THE OWNER'S DESIGNATED ENVIRONMENTAL REPRESENTATIVE.
- - - - -- - - - - - - - -- - -- - -- - -- FILTER FABRIC (NOTE 4) (NOTE 1)
__ _ __ _ __ _ __ --- -- --- -- --- -- -
(REFER PROPERTY TEST VALUE 3. PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS INCLUDING ROCKS, CLODS,AND OTHER
TO TABLE) 36-IN. ASTM LOOSE COMPOST DEBRIS GREATER THAN 1-IN.THAT MAY INTERFERE WITH PROPER FUNCTION OF THE CHECK DAM.
_-_- -- _-_- --_ - -_-_ -_-_ -_-_ COMPACTED 24-IN. GRAB TENSILE STRENGTH D4632 90-LBS. MARV 3-IN. MIN. OR WOOD CHIPS 4. OAK OR OTHER DURABLE HARDWOOD STAKES 2-IN. BY 2-IN. IN CROSS SECTION SHOULD BE
COMPACTED MIN. (NOTE 9) 2016 AYRSLEY TOWN BLVD.
- - - -- - - - - -- - -- - -- - -- - BACKFILL ASTM DRIVEN VERTICALLY PLUMB,THROUGH THE CENTER OF THE COMPOST FILTER SOCK.STAKES
BACKFILL FLOW _ GRAB TENSILE ELONGATION D4632 90-LBS. MARV FLOW SHOULD BE PLACED AT A MAXIMUM INTERVAL OF 3-FT.O.C. STAKES SHOULD BE DRIVEN TO A SUITE 2-A
-------------
CHARLOTTE,NC 28273
ASTM 0.05 (SEC-1) MINIMUM DEPTH OF 12-IN.,WITH A MINIMUM OF 3-IN. PROTRUDING ABOVE THE COMPOST
PERMITTIVITY D4491 MARV 12-IN. MIN. [phone]
�A �A 8-IN. � FILTER SOCK.
ASTM 5. PLASTIC OR WIRE TIES SHOULD HAVE MINIMUM 50-LB.TENSILE STRENGTH. ENGINEERING FIRM
�jA�j - - - - -- -- - -- - -- - -- - -- - -- 24-IN. APPARENT OPENING SIZE US SIEVE#30 LICENSE NUMBER:F-o176
���A���A��A ���A��A�` �` �` �` �` �` �` �` �` <V��A��A��A��A��A��A��A�� BURY FILTER FABRIC MIN. D4751 6. CHECK DAMS TO EXCEED THE WIDTH OF THE NORMAL DITCH/CHANNEL FLOW LINE BY AT LEAST
% % &WIRE MESH 4-IN. ULTRAVIOLET STABILITY AT ASTM o
14 GAUGE WIRE MESH ��//� � � 500 HR OF EXPOSURE D4355 70%TYPICAL 4-FT.ON BOTH BANKS TO ENSURE WATER FLOWS THOUGH AND OVER THE DEVICE AND NOT
Li �! \�` u 111 AROUND IT.
BURY FILTER FABRIC 7. CENTER OF CHECK DAMS SHOULD BE AT LEAST 6-IN. LOWER THAN THE SIDES OF THE
&WIRE MESH SINGLE SOCK SECTION VIEW DITCH/CHANNEL.
PROFILE VIEW SECTION VIEW 8. CHECK DAM SHOULD BE INSTALLED PARALLEL TO THE BASE OF THE ROADSIDE SWALE/DITCH.
9. BACKFILL LOOSE COMPOST OR FINE WOOD CHIPS TO 1/2 THE HEIGHT OF THE COMPOST FILTER
GENERAL NOTES POST REQUIREMENTS FABRIC &WIRE MESH REQUIREMENTS INSPECTION&MAINTENANCE SOCK ALONG THE UPSLOPE SIDE, FILLING THE SEAM BETWEEN THE SOIL SURFACE AND THE
1. CONSTRUCT THE FILTER FABRIC FROM A 1. THE KEY TO FUNCTIONAL SILT FENCE IS INSPECTIONS, COMPOST FILTER SOCK.
1. SILT FENCE POSTS MUST BE 5-FT. LONG STEEL POSTS 1. SILT FENCE MUST BE COMPOSED OF WOVEN
CONTINUOUS ROLL CUT TO THE LENGTH OF THE SILT ROUTINE MAINTENANCE,AND REGULAR SEDIMENT 10. IF THE CHECK DAM IS TO BE LEFT AS PART OF THE NATURAL LANDSCAPE, IT MAY BE SEEDED WITH
FENCE TO AVOID JOINTS. THAT MEET,AT A MINIMUM,THE FOLLOWING GEOTEXTILE FILTER FABRIC THAT CONSISTS OF THE .REMOVAL WOODEN STAKE
PHYSICAL CHARACTERISTICS. FOLLOWING REQUIREMENTS: THE PERMANENT SEED MIX AT TIME OF INSTALLATION.
2. INSPECT AT LEAST ONCE PER 7 CALENDAR DAYS AND
(NOTE 4)
2. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN 11. IN THE EVENT STAKING IS NOT POSSIBLE (HIGHLY COMPACTED SOILS OR IMPERVIOUS SURFACES)
1.1. WEIGH 1.25 POUNDS PER FOOT 1.1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY
THE FILTER FABRIC ONLY AT A SUPPORT POST WITH 4 WITHIN 24 HOURS OF A RAIN EVENT GREATER THAN OR SAND BAGS OR HEAVY CONCRETE BLOCKS MAY BE USED BEHIND THE SOCK TO HOLD IT IN PLACE
FEET MINIMUM OVERLAP TO THE NEXT POST. 1.2. 1-3/8-IN.WIDE MEASURED PARALLEL TO THE WEIGHT OF POLYOLEFINS OR POLYESTER,WHICH IS EQUAL TO 1.0-IN. IN 24 HOURS. u u
CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS DURING RUNOFF EVENTS.
12. FOLLOW MANUFACTURERS SPECIFICATIONS IF THERE IS A DISCREPANCY IN NOTES OR IF THE QUARTZ CORP USA
3. ATTACH FILTER FABRIC TO THE STEEL POSTS USING 3. ATTENTION TO SEDIMENT ACCUMULATIONS ALONG COMPOST FILTER 797 ALTAPASS ROAD
CONFORMING TO THE REQUIREMENTS IN ASTM D O O ENGINEER APPROVED ALTERNATIVE IS USED.
PLASTIC OR WIRE TIE (MIN. 50-LB.TENSILE STRENGTH) 2. POSTS SHALL BE EQUIPPED WITH PROJECTIONS TO 6461; THE SILT FENCE IS EXTREMELY IMPORTANT. d W SOCK(NOTE 1) SPRUCE PINE,NC 28777
THAT ARE EVENLY SPACED WITHIN THE TOP 8-IN.OF AID IN FASTENING OF FILTER FABRIC. ACCUMULATED SEDIMENT SHOULD BE CONTINUALLY
THE FABRIC. 1.2. SYNTHETIC FILTER FABRIC SHOULD CONTAIN . MONITORED AND REMOVED WHEN NECESSARY.REMOVE ACCUMULATED SEDIMENT WHEN IT REACHES O0 [phone]
4. INSTALL THE SILT FENCE PERPENDICULAR TO THE 3. EACH POST TO BE EQUIPPED WITH SAFETY CAP. ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO 4 ® ® MAINTENANCE NOTES
PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED 1. INSPECT AT LEAST ONCE PER SEVEN (7)CALENDAR DAYS AND WITHIN 24 HOURS OF A RAIN EVENT
DIRECTION OF THE STORMWATER FLOW AND PLACE 4. STEEL POSTS MAY NEED TO HAVE A METAL SOIL 1/3 THE HEIGHT OF THE SILT FENCE.
STABILIZATION PLATE WELDED NEAR THE BOTTOM USABLE CONSTRUCTION LIFE AT A TEMPERATURE OF GREATER THAN OR EQUAL TO 1.0-IN. IN 24 HOURS.
THE SILT FENCE THE PROPER DISTANCE FROM THE 5. REMOVED SEDIMENT SHALL BE PLACED IN STOCKPILE i�t��"a+#rrrr
TOE OF STEEP SLOPES TO PROVIDE SEDIMENT WHEN INSTALLED ALONG STEEP SLOPES OR 0 TO 120° F; 2. MAKE ANY NECESSARY REPAIRS IMMEDIATELY. ��`� CA
INSTALLED IN LOOSE SOILS.THE PLATE SHOULD HAVE STORAGE AREAS OR SPREAD THINLY ACROSS EXCESS SOCK MATERIAL -(H Rp
STORAGE AND ACCESS FOR MAINTENANCE AND 1.3. FREE OF ANY TREATMENT OR COATING WHICH DISTURBED AREA.STABILIZE THE REMOVED SEDIMENT TO BE DRAWN IN AND 3. THE MAXIMUM ALLOWABLE ACCUMULATED SEDIMENT IS 1/3 THE HEIGHT OF THE COMPOST
CLEANOUT. A MINIMUM CROSS SECTION OF 14-SQUARE -IN.AND MIGHT ADVERSELY ALTER ITS PHYSICAL PROPERTIES AFTER IT IS RELOCATED. ® ® TIED OFF TO STAKE AT FILTER SOCK. HOWEVER,ACCUMULATED SEDIMENT SHOULD BE REMOVED MORE FREQUENTLY. �.QQ0 'jyr 9
BE COMPOSED OF 15 GAUGE STEEL,AT A MINIMUM. AFTER INSTALLATION; BOTH ENDS ALTERNATIVELY,A NEW COMPOST FILTER SOCK CAN BE PLACED ON TOP OF AND SLIGHTLY
5. INSTALL SILT FENCE CHECKS (TIE-BACKS) EVERY -_
THE METAL SOIL STABILIZATION PLATE SHOULD BE 6. CHECK FOR AREAS WHERE STORMWATER RUNOFF HAS SEAL
BEHIND THE ORIGINAL ONE CREATING MORE SEDIMENT STORAGE CAPACITY WITHOUT SOIL
.
50-100 -FT., DEPENDENT ON SLOPE,ALONG SILT COMPLETELY BURIED 1.4. FREE OF ANY DEFECTS OR FLAWS THAT ERODED A CHANNEL BENEATH THE SILT FENCE, OR _ Q4229 -
FENCE THAT IS INSTALLED WITH SLOPE AND WHERE SIGNIFICANTLY AFFECT ITS PHYSICAL AND/OR WHERE THE FENCE HAS SAGGED OR COLLAPSED DUE TO LOOSE COMPOST DISTURBANCE. -
CONCENTRATED FLOWS ARE EXPECTED OR ARE 5. INSTALL POSTS TO A MINIMUM DEPTH OF 24-IN.A FILTERING PROPERTIES;AND, RUNOFF OVERTOPPING THE SILT FENCE. INSTALL OR WOOD CHIPS 4. REMOVE ACCUMULATED SEDIMENT TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT �� .�`GitdE ♦r
DOCUMENTED ALONG THE PROPOSED/INSTALLED MINIMUM HEIGHT OF 1-IN.TO 2-IN.ABOVE THE 1.5. HAVE A MINIMUM WIDTH OF 36-IN. CHECKS/TIE-BACKS AND/OR REINSTALL SILT FENCE,AS LL (NOTE 9) RAIN.TAKE CARE TO AVOID UNDERMINING THE COMPOST FILTER SOCK DURING CLEANOUT. �'s �4 � �`�
SILT FENCE. FABRIC SHALL BE MAINTAINED,AND A MAXIMUM NECESSARY. 'rrr R r P fZtf
5. THE COMPOST SOCK MUST BE REPLACED IF CLOGGED OR TORN.
HEIGHT OF 3-FT. SHALL BE MAINTAINED ABOVE THE 2. 12-IN. OF THE FABRIC SHOULD BE PLACED WITHIN rrrtr�
6. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES. 7. CHECK FOR TEARS WITHIN THE SILT FENCE,AREAS BOTTOM OF 6. IF PONDING BECOMES EXCESSIVE,THE COMPOST FILTER SOCK MAY NEED TO BE REPLACED WITH
GROUND. EXCAVATED TRENCH AND SECURED WHEN THE TRENCH WHERE SILT FENCE HAS BEGUN TO DECOMPOSE,AND DITCH
IS BACKFILLED. ONE OF A LARGER DIAMETER OR A DIFFERENT MEASURE.
6. POST SPACING SHALL BE AT A MAXIMUM OF 6-FT.ON FOR ANY OTHER CIRCUMSTANCE THAT MAY RENDER 7. THE COMPOST FILTER SOCK NEEDS TO BE REINSTALLED IF UNDERMINED OR DISLODGED.
CENTER. 3. FILTER FABRIC SHALL BE PURCHASED IN CONTINUOUS THE SILT FENCE INEFFECTIVE. REMOVE DAMAGED SILT 8. THE COMPOST FILTER SOCK SHALL BE MAINTAINED UNTIL DISTURBED AREA ABOVE THE DEVICE
7. WOODEN POSTS ARE ALLOWED WHEN CROSSING ROLLS AND CUT TO THE LENGTH OF THE BARRIER TO FENCE AND REINSTALL NEW SILT FENCE IMMEDIATELY. HAS BEEN PERMANENTLY STABILIZED AND CONSTRUCTION ACTIVITY HAS CEASED.
UTILITIES.OWNER'S DESIGNATED ENVIRONMENTAL AVOID JOINTS. 8. SILT FENCE SHOULD BE REMOVED WITHIN 30 DAYS
REPRESENTATIVE SHALL APPROVE LOCATIONS WHERE 4. FILTER FABRIC SHALL BE INSTALLED AT A MINIMUM OF AFTER FINAL STABILIZATION IS ACHIEVED AND ONCE IT
WOODEN POST ARE TO BE USED PRIOR TO 24-IN.ABOVE THE GROUND. IS REMOVED,THE RESULTING DISTURBED AREA SHALL BE
INSTALLATION. 5. 14 GAUGE WIRE MESH WITH MAXIMUM 6-IN.X 6-IN. PERMANENTLY STABILIZED. SINGLE SOCK PLAN VIEW
OPENING SPACING. REFERENCE:DETAIL BASED ON NCDEQ EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL,CHAPTERS 6 AND 8
3 6. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF REVISED,MAY 2013 AND SCDHEC STORM WATER MANAGEMENT
THE TRENCH. BMP HANDBOOK DATED JULY 31,2005, REVISED MARCH 2O14.
O
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1 REINFORCED SILT FENCE 2 CHECK DAM - COMPOST FILTER SOCK a
0 14 SCALE: N.T.S. 14 SCALE: NTS L _
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GENERAL NOTES GENERAL NOTES p
1. USE FILTREXX@ SILTSOXXTM ORIGINAL OR ENGINEER APPROVED ALTERNATIVE.COMPOST FILTER v z
Y
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS(RECPS), Of O
SOCK DIAMETER VARIES, REFER TO PLAN VIEW DRAWINGS FOR DIAMETER.
12-IN. INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER,AND SEED. O
2. COMPOST FILTER SOCKS SHOULD BE LOCATED AS SHOWN ON PLANS AND AS DIRECTED BY THE a
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE RECPS IN A 6-INCH DEEP BY
N OWNER'S DESIGNATED ENVIRONMENTAL REPRESENTATIVE.
6-IN.WIDE TRENCH WITH APPROXIMATELY 12-IN.OF RECPS EXTENDED BEYOND THE OZ U
o 3. PRIOR TO INSTALLATION,CLEAR ALL OBSTRUCTIONS INCLUDING ROCKS, CLODS,AND OTHER N
UP-SLOPE PORTION OF THE TRENCH.ANCHOR THE RECPS WITH A ROW OF uu
E 6-IN. STAPLES/STAKES APPROXIMATELY 12-IN.APART IN THE BOTTOM OF THE TRENCH. DEBRIS GREATER THAN 1-IN.THAT MAY INTERFERE WITH PROPER FUNCTION OF THE COMPOST
E 4-IN. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.APPLY SEED TO THE FILTER SOCK.
0- - COMPACTED SOIL AND FOLD THE REMAINING 12-IN. PORTION OF RECPS BACK OVER CLOSED END WOODEN STAKE 4. OAK OR OTHER DURABLE HARDWOOD STAKES 2-IN. BY 2-IN. IN CROSS SECTION SHOULD BE a
01 - THE SEED AND COMPACTED SOIL.SECURE RECPS OVER COMPACTED SOIL WITH A (NOTE 4) DRIVEN VERTICALLY PLUMB,THROUGH THE CENTER OF THE COMPOST FILTER SOCK.STAKES cO
6-IN. 4-IN. ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12-IN.APART ACROSS THE WIDTH COMPOST FILTER SOCK 18-IN. MIN. 10-FT. O.C. SHOULD BE PLACED AT A MAXIMUM INTERVAL OF 10-FT.O.C.STAKES SHOULD BE DRIVEN TO A w
OF THE RECPS. C]
(NOTE 1) OVERLAP MINIMUM DEPTH OF 12-IN.,WITH A MINIMUM OF 3-IN. PROTRUDING ABOVE THE COMPOST w
L START ANCHOR TRENCH
(NOTE 2) STAPLES 3. ROLL CENTER RECPS IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. RECPS FILTER SOCK. N
c' EDGE ANCHOR TRENCH ROLL DIRECTION (NOTE 7) WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE.ALL RECPS MUST ® 5. PLASTIC OR WIRE TIES SHALL HAVE MINIMUM 50-LB.TENSILE STRENGTH. N
(NOTE 5) (NOTE 3) r BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN ® ®2-IN.TO APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. 6. IN THE EVENT STAKING IS NOT POSSIBLE (HIGHLY COMPACTED SOILS OR IMPERVIOUS SURFACES) N SAND BAGS OR HEAVY CONCRETE BLOCKS MAY BE USED BEHIND THE SOCK TO HOLD IT IN PLACE o W
fl 5-IN. 4. PLACE CONSECUTIVE RECPS END-OVER-END SHINGLE STYLE WITH A 4 TO 6-IN. 10-FT. MAX. <
aS � ( ) DURING RUNOFF EVENTS. Q
6-IN. �> > > > OVERLAP. USE A DOUBLE ROW OF STAPLES STAGGERED 4-IN.APART AND 4-INCH ON N c
7. STRAIGHTEN OR POSITION THE COMPOST FILTER SOCK AS NEEDED ON THE GROUND, ENSURING
> > > CENTER TO SECURE RECPS. 2 THERE IS GOOD GROUND CONTACT AND NO VOID SPACES UNDER THE COMPOST FILTER SOCK.
LOOSE COMPOST-/
5. FULL LENGTH EDGE OF RECPS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A 8. DO NOT DRAG COMPOST FILTER SOCK ACROSS ROUGH SURFACES. IF DRAGGING ACROSS A
N U- OR WOOD CHIPS U-
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1 SIDE OVERLAP SEAM ROW OF STAPLES/STAKES APPROXIMATELY 12-IN.APART IN A 6-IN. DEEP X 6-IN.WIDE ROUGH SURFACE IS NECESSARY PLACE A BARRIER SUCH AS PLASTIC OR A TARP UNDER COMPOST z
� (NOTE 9)
> > (NOTE 6) TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. FILTER SOCK TO PREVENT TEARING.
� END OVERLAP SEAM �
6. ADJACENT RECPS MUST BE OVERLAPPED APPROXIMATELY 2-IN.TO 5-IN. (DEPENDING 9. BACKFILL LOOSE COMPOST OR FINE WOOD CHIPS TO 1/2 THE HEIGHT OF THE COMPOST FILTER
u 4-IN.TO (NOTE 4) ON RECPS TYPE)AND STAPLED. SINGLE SOCK PLAN VIEW SOCK ALONG THE UPSLOPE SIDE, FILLING THE SEAM BETWEEN THE SOIL SURFACE AND THE
6-IN.
7. IN HIGH FLOW CHANNEL APPLICATIONS A STAPLE CHECK SLOT IS RECOMMENDED AT COMPOST FILTER SOCK. Q0
Q171 11 30-FT.TO 40-FT. INTERVALS. USE A DOUBLE ROW OF STAPLES STAGGERED 4-IN.APART 10. IF THE COMPOST FILTER SOCK IS TO BE LEFT AS PART OF THE NATURAL LANDSCAPE, IT MAY BE O
AND 4-IN.ON CENTER OVER ENTIRE WIDTH OF THE CHANNEL. SEEDED WITH THE PERMANENT SEED MIX AT TIME OF INSTALLATION. O Z
8. THE TERMINAL END OF THE RECPS MUST BE ANCHORED WITH A ROW OF 11. FOLLOW MANUFACTURERS SPECIFICATIONS IF THERE IS A DISCREPANCY IN NOTES OR IF Q
Y�
^ ^ ^ ^ STAPLES/STAKES APPROXIMATELY 12-IN.APART IN A 6-IN. DEEP BY 6-IN.WIDE TRENCH. ENGINEER APPROVED ALTERNATIVE IS USED. Z
OC
i BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. w
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WOODEN STAKE Z
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COMPOST FILTER SOCK MAINTENANCE NOTES a
SOIL PREPARATION oC
NOTE 4
9. HORIZONTAL STAPLE SPACING SHOULD BE ALTERED IF NECESSARY TO ALLOW STAPLES ( )
--- (NOTE 1) TO SECURE THE CRITICAL POINTS ALONG THE CHANNEL SURFACE. 10-FT.O.C. (NOTE 1) 1. INSPECT AT LEAST ONCE PER SEVEN (7)CALENDAR DAYS AND WITHIN 24 HOURS OF A RAIN EVENT u ui tail Q
END ANCHOR TRENCH U
GREATER THAN OR EQUAL TO 1.0-IN. IN 24 HOURS. Z_
(NOTE 8) EROSION CONTROL BLANKET 10. IN LOOSE SOIL CONDITIONS,THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN LOOSE COMPOST [� w =
o (NOTE 11) 6-IN. MAY BE NECESSARY TO PROPERLY SECURE THE RECPS. 3-IN. MIN. OR WOOD CHIPS 2. MAKE ANY NECESSARY REPAIRS IMMEDIATELY. Z O a
CII
-N (NOTE 9) 3. THE MAXIMUM ALLOWABLE ACCUMULATED SEDIMENT IS 1/3 THE HEIGHT OF THE COMPOST FILTER W N 0 O
ISOMETRIC VIEW 11. EROSION CONTROL BLANKETS SHALL BE NORTH AMERICAN GREEN OR ENGINEER SOCK. HOWEVER,ACCUMULATED SEDIMENT SHOULD BE REMOVED MORE FREQUENTLY. Q U Z
6-IN. APPROVED ALTERNATIVE. REFER TO PLAN VIEW DRAWINGS FOR NORTH AMERICAN III - ALTERNATIVELY,A NEW COMPOST FILTER SOCK CAN BE PLACED ON TOP OF AND SLIGHTLY BEHIND M--� 114
>
� 2 TO 5-IN. 2 TO 5-IN. 2 TO 5-IN. 2 TO 5-IN. GREEN'S PRODUCT NAME FOR SPECIFIC GRADE OF EROSION CONTROL BLANKET FOR THE ORIGINAL ONE CREATING MORE SEDIMENT STORAGE CAPACITY WITHOUT SOIL DISTURBANCE. Q Q ~
M �{ EACH ROADSIDE SWALE/DITCH. 12-IN. MIN. i Q Z
4. REMOVE ACCUMULATED SEDIMENT TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT w Q�
N 0.8-FT. MAINTENANCE NOTES RAIN.TAKE CARE TO AVOID UNDERMINING THE COMPOST FILTER SOCK DURING CLEANOUT. Z O
0 2-FT. 2-FT. �I o� W O w U
1. INSPECT AT LEAST ONCE PER SEVEN (7)CALENDAR DAYS AND WITHIN 24 HOURS OF A 5. THE COMPOST SOCK MUST BE REPLACED IF CLOGGED OR TORN. _ = J
4-FT. O O O 4-FT. Of O Q
.cu1.6-FT. RAIN EVENT GREATER THAN OR EQUAL TO 1.0-IN. IN 24 HOURS. SINGLE SOCK SECTION VIEW 6. IF PONDING BECOMES EXCESSIVE,THE COMPOST FILTER SOCK MAY NEED TO BE REPLACED WITH Z ~ � w
a O O O O O 2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED,AND EROSION MUST NOT ONE OF A LARGER DIAMETER OR A DIFFERENT MEASURE. Q U =
0 3.3-FT. OCCUR BENEATH THE RECPS. 7. THE COMPOST FILTER SOCK NEEDS TO BE REINSTALLED IF UNDERMINED OR DISLODGED. Q �_
O O O O O O 3.3-FT. 3. ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE 8. THE COMPOST FILTER SOCK SHALL BE MAINTAINED UNTIL DISTURBED AREA ABOVE THE DEVICE HAS O O
16 I GROUND SHALL BE REPAIRED AND STAPLED. BEEN PERMANENTLY STABILIZED AND CONSTRUCTION ACTIVITY HAS CEASED. �/ 2
O O O �J O O w
t 0.8-FT. 4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE,THE PROBLEM SHALL Z
Y6L e BE FIXED AND THE ERODED AREA PROTECTED. z
a MEDIUM FLOW CHANNEL HIGH FLOW CHANNEL 5. MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER IS
a 3.4 STAPLES PER SQ.YD. 3.75 STAPLES PER SQ.YD. ESTABLISHED.
STAPLE PATTERNS REFERENCE: DETAIL BASED ON NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND PROJECT NUMBER
< DESIGN MANUAL, CHAPTERS 6 REVISED, MAY 2013 AND NORTH AMERICAN
o GREEN INSTALLATION GUIDE. 213314
DRAWING NUMBER
3 EROSION CONTROL BLANKET - CHANNEL
4 COMPOST FILTER SOCK
14 SCALE: N.T.S
14 SCALE: NTS 14 n''4

•
1-FT. •
EXISTING 50-FT. (MIN.) (MIN.)
PUBLIC ROAD 12-FT. (MIN.) TOP OF BANK
2 TO 3-IN. DIAMETER / O 30 MIL HDPE LINER -
WASHED STONE 2 TO 3-IN. DIAMETER 6-IN. (MIN.) \//\
WASHED STONE \\/j\ - - - - - - - - - - - - - - - - - - - - - - - _
- HB HB ORDINARY HIGH
HC HC WATER MARK(OH -
\���� BACKFILL MATERIAL ��A� \���\�\�������A��A�� \�� ��A�� �� �� �� �� �� �� �� �� �� ���j�� \��� 30 MIL HDPE LINER /� I FLOW 2016 AYRSLEY TOWN BLVD.
8 OZ. NON-WOVEN \�\�V� \�\�VV\� \�\�\�\�\�V\� \z' A- - - - - - - - - - - - - - -
TEMPORARY CULVERT IF NECESSARY �/ \ \ \ \ \ \ \ \ \ \ \ 1-FT. - - - - - SUITE 2 A
( ) ����� GEOTEXTILE ���� ��� 8 OZ. NON-WOVEN �������� �� MIN. %jai �i �i �i �i �i �i �i i i i i i i i i i i CHARLOTTE, 72 28273
� ��V��V� (MIN.) SANDBAG /�//�//�//�//�//�//�//�//�/%/%/%�%/%/%/%/%/%/%� [phone]
GEOTEXTILE SANDBAG
ENGINEERING FIRM
LICENSE NUMBER:F-0176
CONSTRUCTION ENTRANCE SECTION VIEW
CROSS-SECTION A-A' CROSS-SECTION A-A' CROSS-SECTION B-B'
p 2 TO 3-IN. DIAMETER WASHED STONE CONSTRUCTION ENTRANCE NOTES 8
a0 z I 1. DUE TO SITE CONSTRAINTS THE WIDTH AND LENGTH MAY BE ADJUSTED GENERAL NOTES
cl� w BASED ON CONDITIONS IN THE FIELD. 1. CONSTRUCT TEMPORARY COFFERDAMS WITHIN LIMITS OF DISTURBANCE.CONSTRUCT DAMS
Li I Y B' USING SANDBAGS COVERED WITH CLEAN 30 MIL HDPE LINER OR CLEAN STEEL PLATE DRIVEN
m Q 2. APPROPRIATE SIGNAGE WILL BE POSTED ALONG THE ROAD TO INFORM THE Q Q INTO THE STREAMBANKS AND STREAMBED. USE SANDBAGS TO SHORE STEEL PLATE IF
a LL A GENERAL PUBLIC OF POTENTIAL CONSTRUCTION TRAFFIC PER m = m
O ,� NEEDED.
l7 p REQUIREMENTS. O O 2. THE HEIGHT OF THE TEMPORARY COFFER(HC) DAM SHALL BE CALCULATED USING BOTH OF
a w O
0 �N, O O � THE FOLLOWING METHODS.
`�' p - - - - - - - - - - - - - - - - - - - - CONSTRUCTION ENTRANCE MAINTENANCE . -
w w 1. INSPECT TEMPORARY CONSTRUCTION ENTRANCES AT LEAST ONCE PER 7 A. HC = HB/4 + 1-FT. (HB = HEIGHT OF STREAMBANK IN FEET)WITH A 2-FT. MINIMUM DAM
O O O O O I CALENDAR DAYS AND WITHIN 24 HOURS OF A RAIN EVENT GREATER THAN SANDBAG HEIGHT THE QUARTZ CORP USA
OR EQUAL TO 1.0-IN IN 24 HOURS. INSPECT MORE FREQUENTLY DURING _ - - - - -- - - - - - - - -- - - -- - - B. HC = BASE FLOW + 1-FT. (BASE FLOW TO BE IDENTIFIED IN THE FIELD PRIOR TO 797 ALTAPASS ROAD
PERIODS OF HEAVY USE. A I A' CONSTRUCTION) SPRUCE PINE,NC 28777
I [phone]
O O O O O I 2. THE ENTRANCE WILL BE MAINTAINED IN A CONDITION THAT WILL PREVENT THE GREATER OF THE TWO RESULTING HEIGHTS SHALL BE USED FOR THE TEMPORARY
12-FT. (MIN.) TRACKING OR FLOWING OF SEDIMENT ONTO EXISTING ROADWAYS. COFFERDAM.ADDITIONAL HEIGHT MAY BE REQUIRED BASED ON FLOW CONDITIONS AT
SEDIMENT TRACKED SPILLED DROPPED OR OTHERWISE DEPOSITED ONTO THE TIME OF CONSTRUCTION.
ROADWAYS WILL BE SWEPT UP AS SOON AS PRACTICAL AND PLACED BACK I-- - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - 3. CONTRACTOR SHALL ENSURE TIGHT SEAL OF SANDBAG TEMPORARY COFFERDAM. CARO
WITHIN THE APPROVED DISTURBED AREA.
O O O O O O I 4. SAND BAGS SHOULD BE PLACED ALONG THE EDGES OF THE TEMPORARY COFFERDAM TO :QO
O O O O O O I 3. IF EXCESS SEDIMENT HAS CLOGGED THE STONE, THE ENTRANCE WILL BE 30 MIL HDPE LINER KEEP WATER FROM CUTTING AROUND THE TEMPORARY COFFERDAM. z
- - - - - - - - - - - - - - - TOPDRESSED WITH NEW STONE AS NEEDED. REPLACEMENT OF THE STONE 5. UPON COMPLETION OF SUCCESSFUL STREAM CROSSING, CONTRACTOR SHALL COORDINATE = Q42329
/ MAY BECOME NECESSARY WHEN THE STONE BECOMES ENTIRELY FILLED Y WITH THE OWNER'S DESIGNATED ENVIRONMENTAL REPRESENTATIVE PRIOR TO TEMPORARY
WITH SEDIMENT AND MUD. a ¢ COFFERDAMS REMOVAL. -.kGirvE 'v
10-FT. (MIN.) / ^ i $ m m �, l `
� f-1 � � � 6. CONTRACTOR TO CONTINUE USING BYPASS PUMP DURING TEMPORARY COFFERDAMS �,�'�!q ' '��"y�t��,��,��
w 4. THE CONSTRUCTION ENTRANCE AND CULVERT (IF PRESENT), WILL BE uj o � REMOVAL. r'rr�r11II �44 z
vl 8 OZ. NON-WOVEN GEOTEXTILE REMOVED WHEN CONSTRUCTION ACTIVITIES CEASE ON THE PROJECT. THE zp 7. THE OWNER'S DESIGNATED ENVIRONMENTAL REPRESENTATIVE SHOULD DETERMINE THE
C'u , REMOVED STONE AND SEDIMENT FROM THE ENTRANCE WILL BE HAULED METHOD AND SEQUENCE OF THE TEMPORARY COFFERDAMS REMOVAL TO REDUCE THE
plOFF-SITE AND DISPOSED OF PROPERLY. POTENTIAL FOR STREAMBED SCOUR AND MINIMIZE TURBIDITY.
y TEMPORARY CULVERT (IF NECESSARY)
5. UPON REMOVAL OF THE CONSTRUCTION ENTRANCE, THE CONTRACTOR PLAN VIEW MAINTENANCE NOTES
SHALL BRING THE AREA TO ORIGINAL GRADE AND STABILIZE IT. IF A 1. INSPECT COFFERDAMS WHILE IN USE TO ENSURE TIGHT SEAL OF DAMS.
TEMPORARY CULVERT WAS UTILIZED IN CONJUNCTION WITH THE 2. TEMPORARY COFFERDAMS WILL BE MAINTAINED IN A CONDITION THAT WILL MINIMIZE
CONSTRUCTION ENTRANCE PLAN VIEW CONSTRUCTION ENTRANCE, THE CONTRACTOR SHALL INSTALL TEMPORARY TURBIDITY.
MATTING AND/OR WATTLES WITHIN ROADSIDE SWALE/DITCH.
3
O
N Ln Ln a
5 CONSTRUCTION ENTRANCE 6 COFFER DAM V a
0 15 SCALE: NTS 15 SCALE: N.T.S. L _
O V
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ui
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Ln O
o GENERAL NOTES GENERAL NOTES MAINTENANCE NOTES u
or-
0 1. USE MINIMUM 18-IN. DIAMETER FILTREXX� SILTSOXXT" ORIGINAL OR 10-FT. 1. LOCATION TO BE DETERMINED BASED ON CONDITIONS IN 1. THE CONCRETE WASHOUT STRUCTURES SHALL BE
w WOODEN STAKE (NOTE 2) 1-FT. MIN. THE FIELD OR AS DIRECTED BY OWNER'S DESIGNATED MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES z
ENGINEER APPROVED ALTERNATIVE. REFER TO PLAN VIEW DRAWINGS
°' ENVIRONMENTAL REPRESENTATIVE. 1/2 OF THE STRUCTURES CAPACITY TO PROVIDE ADEQUATE
FOR COMPOST FILTER SOCK DIAMETER. v
18-IN. MIN. COMPOST FILTER SOCK Z
Y (NOTE 1) 2. TO PREVENT WATER&SEDIMENT FROM FLOWING AROUND THE 2. CONCRETE WASHOUT STRUCTURES DIMENSIONS SHOWN HOLDING CAPACITY WITH A MINIMUM 6-IN. OF FREEBOARD. Of O
OVERLAP MEASURES THE TOP COMPOST FILTER SOCK MUST BE PLACED ON THE MAY BE VARIED DEPENDING UPON SPECIFIC LOCATION AND 2. INSPECT REGULARLY FOR POTENTIAL SIGNS OF u- H
�- LOD Lo oD Loo �- REQUIRED CAPACITY.ADDITIONAL CAPACITY MAY BE UNINTENDED DISCHARGE FROM CONCRETE WASHOUT. ~ a
LIMITS OF DISTURBANCE SIDE OF THE SILT FENCE AT THE OVERLAP. O oC
3. BACKFILL LOOSE COMPOST OR FINE WOOD CHIPS TO 1/2 THE HEIGHT OF ADDED WITH AN EXCAVATED PIT BENEATH HDPE LINER OF REPORT POTENTIAL DISCHARGE TO OWNER'S DESIGNATED z N
E THE COMPOST FILTER SOCK ALONG THE UPSLOPE SIDE, FILLING THE SEAM WASHOUT RETENTION AREA. DEPTH OF PIT VARIES ENVIRONMENTAL REPRESENTATIVE IMMEDIATELY. Lu
SILT FENCE BETWEEN THE SOIL SURFACE AND THE COMPOST FILTER SOCK. DEPENDING ON REQUIRED CAPACITY. 3. DISPOSE OF, OR RECYCLE SETTLED, HARDENED CONCRETE
Q 4. T-POST MAY BE USED TO SUBSTITUTE STAKES AS DIRECTED BY THE I 3. CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARLY RESIDUE IN ACCORDANCE WITH LOCAL AND STATE SOLID w
MARKED WITH SIGNAGE. WASTE REGULATIONS AND AT AN APPROVED FACILITY.
OWNER'S DESIGNATED ENVIRONMENTAL REPRESENTATIVE AS NEEDED oc
BASED UPON FIELD CONDITIONS. 4. DO NOT DISCHARGE CONCRETE OR CEMENT SLURRY FROM 4. MANAGE WASHOUT FROM MORTAR MIXERS IN O
�
5. FOLLOW MANUFACTURERS SPECIFICATIONS IF THERE IS A DISCREPANCY THE SITE. ACCORDANCE WITH THE ABOVE ITEM AND IN ADDITION p
LOOSE COMPOST
5-FT. STEEL POST IN NOTES OR IF ENGINEER APPROVED ALTERNATIVE IS USED. 5. INSTALL TEMPORARY CONCRETE WASHOUTS PER LOCAL PLACE THE MIXER AND ASSOCIATED MATERIALS ON
REQUIREMENTS,WHERE APPLICABLE. IF AN ALTERNATE IMPERVIOUS BARRIER AND WITHIN LOT PERIMETER SILT Ln
Y OR WOOD CHIPS 10-FT. METHOD OR PRODUCT IS TO BE USED, CONTACT YOUR FENCE.
E (NOTE 3) MAINTENANCE NOTES (NOTE 2) N
APPROVAL AUTHORITY FOR REVIEW AND APPROVAL. IF 5. REMOVE LEAVINGS FROM THE WASHOUT WHEN AT
1. INSPECT AT LEAST ONCE PER SEVEN (7)CALENDAR DAYS AND WITHIN 24 I o uJ
9 O LOCAL STANDARD DETAILS ARE NOT AVAILABLE, USE THIS APPROXIMATELY 75%CAPACITY TO LIMIT OVERFLOW
U- HOURS OF A RAIN EVENT GREATER THAN OR EQUAL TO 1.0-IN. IN 24 I' m Q
a, HOURS. DETAIL. IF THIS DETAIL IS USED, OWNER'S DESIGNATED EVENTS. REPLACE THE HDPE LINER, SAND BAGS OR OTHER N C
a 2. MAKE ANY NECESSARY REPAIRS IMMEDIATELY. ENVIRONMENTAL REPRESENTATIVE MAY APPROVE TEMPORARY STRUCTURAL COMPONENTS WHEN NO
ALTERNATIVE MATERIALS WITH 12-IN. MINIMUM LONGER FUNCTIONAL.WHEN UTILIZING ALTERNATIVE OR
3. THE MAXIMUM ALLOWABLE ACCUMULATED SEDIMENT IS 1/2 THE HEIGHT
OF THE COMPOST FILTER SOCK. HOWEVER,ACCUMULATED SEDIMENT SIDEBOARDS OR MANUFACTURERS PRODUCT PRIOR TO PROPRIETARY PRODUCTS, FOLLOW MANUFACTURER'S a Z
L SINGLE SOCK/SILT FENCE INSTALLATION. INSTRUCTIONS.
Q SHOULD BE REMOVED MORE FREQUENTLY.ALTERNATIVELY,A NEW
Q OVERLAP-PLAN VIEW COMPOST FILTER SOCK CAN BE PLACED ON TOP OF AND SLIGHTLY 6. DO NOT USE CONCRETE WASHOUTS FOR DEWATERING OR 6. AT THE COMPLETION OF THE CONCRETE WORK, REMOVE STORING DEFECTIVE CURB OR SIDEWALK SECTIONS. REMAINING LEAVINGS AND DISPOSE IN AN APPROVED
BEHIND THE ORIGINAL ONE CREATING MORE SEDIMENT STORAGE � � �
CAPACITY WITHOUT SOIL DISTURBANCE. STORMWATER ACCUMULATED WITHIN THE WASHOUT MAY DISPOSAL FACILITY. STABILIZE ANY DISTURBANCE CAUSED
c NOT BE PUMPED INTO OR DISCHARGED TO THE STORM BY REMOVAL OF WASHOUT.
Q 4. REMOVE ACCUMULATED SEDIMENT TO PROVIDE ADEQUATE STORAGE
5-FT.STEEL POST VOLUME FOR THE NEXT RAIN.TAKE CARE TO AVOID UNDERMINING THE DRAIN SYSTEM OR RECEIVING SURFACE WATERS. LIQUID ~1
WASTE MUST BE PUMPED OUT AND REMOVED FROM REFERENCE: DETAIL BASED ON STATE OF NORTH CAROLINA O
Q COMPOST FILTER SOCK DURING CLEANOUT. SAND BAG 18-IN. DIA.COMPOST �
WOODEN STAKE 1-FT. MIN. PROJECT. GENERAL PERMIT NO. NCGO10000 (EFFECTIVE APRIL - Q
a 5. THE COMPOST SOCK MUST BE REPLACED IF CLOGGED OR TORN. FILTER SOCK 2 z
7. LOCATE WASHOUTS AT LEAST 50-FT. FROM STORM DRAIN 1, 2019)TO DISCHARGE STORMWATER UNDER (� J
COMPOST FILTER SOCK 6. IF PONDING BECOMES EXCESSIVE,THE COMPOST FILTER SOCK MAY NEED NATIONAL POLLUTANT DISCHARGE ELIMINATION Z w
Y INLETS AND SURFACE WATERS.AT A MINIMUM, INSTALL a
(NOTE 1) TO BE REPLACED WITH ONE OF A LARGER DIAMETER OR A DIFFERENT SYSTEM (NPDES) FOR CONSTRUCTION ACTIVITIES 0 �
PROTECTION OF STORM DRAIN INLET(S)CLOSEST TO THE ,�
LOOSE COMPOST MEASURE. PLAN VIEW THAT ARE ALSO SUBJECT TO THE NORTH CAROLINA () w N U
a OR WOOD CHIPS 7. THE COMPOST FILTER SOCK NEEDS TO BE REINSTALLED IF UNDERMINED WASHOUT WHICH COULD RECEIVE SPILLS OR OVERFLOW. SEDIMENTATION POLLUTION CONTROL ACT OF z
2- (NOTE 3) OR DISLODGED. 8. LOCATE WASHOUTS IN AN EASILY ACCESSIBLE AREA AND 1973 w
ON LEVEL GROUND.ADDITIONAL CONTROLS MAY BE
u FLOW 8. THE COMPOST FILTER SOCK SHALL BE MAINTAINED UNTIL DISTURBED W N N O O
REQUIRED BY THE APPROVING AUTHORITY. N V
AREA ABOVE THE DEVICE HAS BEEN PERMANENTLY STABILIZED AND 24-IN. MIN Q Z
CONSTRUCTION ACTIVITY HAS CEASED. 9. INSTALL AT LEAST ONE SIGN DIRECTING CONCRETE TRUCKS
CLEARLY MARKED F-
TO THE WASHOUT WITHIN THE PROJECT LIMITS. POST Q
10-FT. 1-FT. MIN. SIGNAGE ON THE WASHOUT ITSELF TO IDENTIFY THIS SIGNAGE CONCRETE w Q Z) D
LOCATION. (NOTE 3) 18-IN. MIN. � [� O' Q
o AjAAjAAjAAj AAjAA��AA��AA�� WASHOUT w w U
10. CONTRACTOR SHALL ADHERE TO OWNER'S APPLICABLE o� O
NOTE 2 INTERNAL ENVIRONMENTAL POLICIES, GUIDANCE w
Ln
DOCUMENTS,AND CHECKLISTS. lJ I
o
O O
30 MIL. 18-IN. DIA.COMPOST
o SINGLE SOCK/SILT FENCE SAND BAG HDPE LINER FILTER SOCK I I W 2
t OVERLAP- SECTION VIEW
U U z
a
SECTION VIEW SIGNAGE z
a
z
Q PROJECT NUMBER
213314
DRAWING NUMBER
7 PERIMETER CONTROL OVERLAP - SINGLE *�2_ALE_
N BETE WASHOUTSCALE: NTS 15 24

GENERAL NOTES APPROXIMATE EXISTING GENERAL NOTES
c� LOOSE COMPOST TM GROUND SURFACE 1. USE MINIMUM18-IN. DIAMETER FILTREXX® SILTSOXXT" ORIGINAL OR ENGINEER
O OR WOOD CHIPS O 1. USE MINIMUM 18-IN. DIAMETER FILTREXX® SILTSOXX ORIGINAL OR ENGINEER
(NOTE 8) APPROVED ALTERNATIVE.COMPOST FILTER SOCK DIAMETER VARIES, REFER TO PLAN VIEW EXISTING CULVERT APPROVED ALTERNATIVE.COMPOST FILTER SOCK DIAMETER VARIES, REFER TO PLAN -
DRAWINGS FOR DIAMETER. VIEW DRAWINGS FOR DIAMETER. _
2. DROP INLET PROTECTION SHOULD BE LOCATED AS SHOWN ON PLAN VIEW DRAWINGS 2-FT. WOODEN STAKE 2. PIPE INLET PROTECTION SHOULD BE LOCATED AS SHOWN ON PLAN VIEW DRAWINGS
AND AS DIRECTED BY THE OWNER'S DESIGNATED ENVIRONMENTAL REPRESENTATIVE. (NOTE 4) AND AS DIRECTED BY THE OWNER'S DESIGNATED ENVIRONMENTAL REPRESENTATIVE.
3. PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS INCLUDING ROCKS, CLODS,AND 18-IN. DIA.COMPOST FILTER SOCK 3. PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS INCLUDING ROCKS,CLODS,AND
OTHER DEBRIS GREATER THAN 1-IN.THAT MAY INTERFERE WITH PROPER FUNCTION OF (NOTE 1) OTHER DEBRIS GREATER THAN 1-IN.THAT MAY INTERFERE WITH PROPER FUNCTION OF 2016 AYRSLEY TOWN BLVD.
STORM GRATE THE COMPOST FILTER SOCK. THE COMPOST FILTER SOCK. SUITE 2-A
4 4. OAK OR OTHER DURABLE HARDWOOD STAKES 2-IN. BY 2-IN. IN CROSS SECTION SHOULD LOOSE COMPOST 4. OAK OR OTHER DURABLE HARDWOOD STAKES 2-IN. BY 2-IN. IN CROSS SECTION SHOULD CHARLOTTE,NC 28273
WOODEN STAKE BE DRIVEN VERTICALLY PLUMB,THROUGH THE CENTER OF THE COMPOST FILTER SOCK. OR WOOD CHIPS BE DRIVEN VERTICALLY PLUMB,THROUGH THE CENTER OF THE COMPOST FILTER SOCK. [phone]
(NOTE 4) STAKES SHOULD BE PLACED AT A MAXIMUM INTERVAL OF 5-FT.O.C. STAKES SHOULD BE FLOW FLOW(NOTE 8) STAKES SHOULD BE PLACED AT A MAXIMUM INTERVAL OF 5-FT.O.C.STAKES SHOULD BE ENGINEERING FIRM
DRIVEN TO A MINIMUM DEPTH OF 12-IN.,WITH A MINIMUM OF 3-IN. PROTRUDING DRIVEN TO A MINIMUM DEPTH OF 12-IN.,WITH A MINIMUM OF 3-IN. PROTRUDING LICENSE NUMBER:F-0176
ABOVE THE COMPOST FILTER SOCK. ABOVE THE COMPOST FILTER SOCK.
5. IN THE EVENT STAKING IS NOT POSSIBLE(HIGHLY COMPACTED SOILS OR IMPERVIOUS 5. IN THE EVENT STAKING IS NOT POSSIBLE (HIGHLY COMPACTED SOILS OR IMPERVIOUS
FLOW FLOW SURFACES) SAND BAGS OR HEAVY CONCRETE BLOCKS MAY BE USED BEHIND THE SOCK TO SURFACES) SAND BAGS OR HEAVY CONCRETE BLOCKS MAY BE USED BEHIND THE SOCK
HOLD IT IN PLACE DURING RUNOFF EVENTS. TO HOLD IT IN PLACE DURING RUNOFF EVENTS.
® 6. POSITION THE COMPOST FILTER SOCK AS NEEDED ON THE GROUND, ENSURING THERE IS v 6. POSITION THE COMPOST FILTER SOCK AS NEEDED ON THE GROUND, ENSURING THERE IS
Fri am
GOOD GROUND CONTACT AND NO VOID SPACES UNDER THE COMPOST FILTER SOCK. SECTION VIEW GOOD GROUND CONTACT AND NO VOID SPACES UNDER THE COMPOST FILTER SOCK.
7. DO NOT DRAG COMPOST FILTER SOCK ACROSS ROUGH SURFACES. IF DRAGGING ACROSS 7. DO NOT DRAG COMPOST FILTER SOCK ACROSS ROUGH SURFACES. IF DRAGGING
A ROUGH SURFACE IS NECESSARY, PLACE A BARRIER SUCH AS PLASTIC OR A TARP UNDER ACROSS A ROUGH SURFACE IS NECESSARY, PLACE A BARRIER SUCH AS PLASTIC OR A
4 COMPOST FILTER SOCK TO PREVENT TEARING. WOODEN STAKE TARP UNDER COMPOST FILTER SOCK TO PREVENT TEARING. ,
8. BACKFILL LOOSE COMPOST OR FINE WOOD CHIPS TO 1/2 THE HEIGHT OF THE COMPOST 8. BACKFILL LOOSE COMPOST OR FINE WOOD CHIPS TO 1/2 THE HEIGHT OF THE COMPOST
FILTER SOCK ALONG THE UPSLOPE SIDE, FILLING THE SEAM BETWEEN THE SOIL SURFACE (NOTE 4) ��0 FILTER SOCK ALONG THE UPSLOPE SIDE, FILLING THE SEAM BETWEEN THE SOIL SURFACE
AND THE COMPOST FILTER SOCK. AND THE COMPOST FILTER SOCK. .
COMPOST FILTER SOCK 9. DANDY SACK®, EROSION EEL TM, FILTREXX DRAINCHEXXO, OR OTHER PRODUCTS MAY BE 9. EXCAVATE SEDIMENT PIT UPGRADIENT OF OUTLET AND STOCKPILE SPOILS -
(NOTE 1) AUTHORIZED BY ENGINEER AS ALTERNATIVES FOR DROP INLET PROTECTION. DOWNGRADIENT AS DIRECTED BY THE OWNER'S DESIGNATED ENVIRONMENTAL THE QUARTZ CORP USA
10. FOLLOW MANUFACTURERS SPECIFICATIONS IF THERE IS A DISCREPANCY IN NOTES OR IF REPRESENTATIVE.
18-IN. DIA.COMPOST FILTER SOCK 797 ALTAPASS ROAD
ENGINEER APPROVED ALTERNATIVE IS USED. EXISTING (NOTE 1) 10. FOLLOW MANUFACTURERS SPECIFICATIONS IF THERE IS A DISCREPANCY IN NOTES OR IF SPRUCE PINE,NC 28777
CULVERT ENGINEER APPROVED ALTERNATIVE IS USED. [phone]
MAINTENANCE NOTES
1. INSPECT AT LEAST ONCE PER SEVEN (7)CALENDAR DAYS AND WITHIN 24 HOURS OF A MAINTENANCE NOTES
RAIN EVENT GREATER THAN OR EQUAL TO 1.0-IN. IN 24 HOURS.
1. INSPECT AT LEAST ONCE PER SEVEN (7)CALENDAR DAYS AND WITHIN 24 HOURS OF A
PLAN VIEW 2. MAKE ANY NECESSARY REPAIRS IMMEDIATELY. RAIN EVENT GREATER THAN OR EQUAL TO 1.0-IN. IN 24 HOURS. `��`` �(N CARD
0ESs/
ZZ
3. THE MAXIMUM ALLOWABLE ACCUMULATED SEDIMENT IS 1/2 THE HEIGHT OF THE FLOW 2-FT. FLOW 2. MAKE ANY NECESSARY REPAIRS IMMEDIATELY. 20:aO;y.'G
COMPOST FILTER SOCK. HOWEVER,ACCUMULATED SEDIMENT SHOULD BE REMOVED ® 3. THE MAXIMUM ALLOWABLE ACCUMULATED SEDIMENT IS 1/2 THE HEIGHT OF THE
MORE FREQUENTLY. COMPOST FILTER SOCK. HOWEVER,ACCUMULATED SEDIMENT SHOULD BE REMOVED = SEAL. _
WOODEN STAKE 4. REMOVE ACCUMULATED SEDIMENT TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE MORE FREQUENTLY. 94232$
(NOTE 4) NEXT RAIN.TAKE CARE TO AVOID UNDERMINING THE COMPOST FILTER SOCK DURING 4. REMOVE ACCUMULATED SEDIMENT TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE
NEXT RAIN.TAKE CARE TO AVOID UNDERMINING THE COMPOST FILTER SOCK DURING % N�
CLEANOUT. ri
COMPOST FILTER SOCK CLEANOUT.
(NOTE 1) 5. THE COMPOST SOCK MUST BE REPLACED IF CLOGGED OR TORN. � LOOSE COMPOST �rrrrra�� }�Yff
LOOSE COMPOST 6. IF PONDING BECOMES EXCESSIVE OR LOCALIZED FLOODING OCCURS,THE COMPOST OR WOOD CHIPS 5. THE COMPOST SOCK MUST BE REPLACED IF CLOGGED OR TORN.
8. IN SEVERE STORM EVENTS,OVERFLOW OF THE DROP INLET PROTECTION MAY BE
OR WOOD CHIPS FILTER SOCK MAY NEED TO BE REPLACED WITH A DIFFERENT MEASURE. (NOTE 8) 6. IF PONDING BECOMES EXCESSIVE OR LOCALIZED FLOODING OCCURS,THE COMPOST
I Hill Hill
(NOTE 8) 7. THE COMPOST FILTER SOCK NEEDS TO BE REINSTALLED IF UNDERMINED OR DISLODGED. FILTER SOCK MAY NEED TO BE REPLACED WITH A DIFFERENT MEASURE.
FLOW FLOW
8. IN SEVERE STORM EVENTS, OVERFLOW OF THE DROP INLET PROTECTION MAY BE 7. THE COMPOST FILTER SOCK NEEDS TO BE REINSTALLED IF UNDERMINED OR DISLODGED.
_ ACCEPTABLE IN ORDER TO KEEP THE AREA FROM FLOODING.
9. THE COMPOST FILTER SOCK SHOULD BE MAINTAINED UNTIL DISTURBED AREA ABOVE THE ACCEPTABLE IN ORDER TO KEEP THE AREA FROM FLOODING.
j : . : i\ \\j\\j DEVICE HAS BEEN PERMANENTLY STABILIZED AND CONSTRUCTION ACTIVITY HAS CEASED. 9. THE COMPOST FILTER SOCK SHOULD BE MAINTAINED UNTIL DISTURBED AREA ABOVE
DROP /�� �AA/ THE DEVICE HAS BEEN PERMANENTLY STABILIZED AND CONSTRUCTION ACTIVITY HAS
CEASED.
INLET .•....�-,�i , v��i��i PLAN VIEW
3 SECTION VIEW
O
Ln V a
w g COMPOST FILTER SOCK DROP INLET PROTECTION 10 PIPE INLET PROTECTION - CFS
16 SCALE: N.T.S. 16 SCALE: NTS
O V
elf 2
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z TEMPORARY SLOPE MATTING NOTES u
° 1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL
of 12-IN. PRODUCTS (RECPS), INCLUDING ANY NECESSARY APPLICATION OF z
LIME, FERTILIZER, AND SEED. p
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECPS IN A GENERAL NOTES u z
_ - - 6-IN. DEEP X 6-IN.WIDE TRENCH WITH APPROXIMATELY 12-IN. OF 1. A FLEXIBLE GROWTH MATRIX (FGM) COMBINES BOTH CHEMICAL AND 0 O
I= 6-IN. U
Q RECPS EXTENDED BEYOND THE UP-SLOPE PORTION OF THE / FLEXIBLE GROWTH MECHANICAL BONDING TECHNIQUES TO LOCK THE MATRIX IN PLACE. FGM IS a
2 TO 5-IN. '' I I _ I-I TRENCH. ANCHOR THE RECPS WITH A ROW OF STAPLES/STAKES MEDIA (NOTE 9) COMPOSED OF CRIMPED, MANMADE FIBERS, ORGANIC FIBERS, AND Oz u
0 �- APPROXIMATELY 12-IN. APART IN THE BOTTOM OF THE TRENCH. W
E 6-IN. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY PERFORMANCE ENHANCING ADDITIVES THAT FORM A LOFTY, INTERLOCKING p
MATRIX. FGM HAS AIR SPACES AND WATER-ABSORBING CAVITIES THAT IMPROVE
� SEED TO THE COMPACTED SOIL AND FOLD THE REMAINING 12-IN. / % �
Q - - - - START ANCHOR TRENCH / SEED GERMINATION, REDUCE THE IMPACT OF RAINDROP ENERGY, AND MINIMIZE u'
-III= PORTION OF RECPS BACK OVER THE SEED AND COMPACTED SOIL. / a
'III-III-III- (SEE NOTE 2) SECURE RECPS OVER COMPACTED SOIL WITH A ROW OF j SOIL LOSS.WATER INSOLUBLE TACKIFIERS AND FLOCCULANTS CHEMICALLY
- ~��- FAN TYPE NOZZLE O
STAPLES/STAKES SPACED APPROXIMATELY 12-IN. APART ACROSS j BOND THE MATRIX TO THE SOIL SURFACE. '1
in
SIDE OVERLAP SEAM THE WIDTH OF THE RECPS. / ` (NOTE 8) 2. FGM IS APPLICABLE FOR THE FOLLOWING SITUATIONS: Lu
(SEE NOTE 4) 3. ROLL THE RECPS DOWN OR HORIZONTALLY ACROSS THE SLOPE j j • AS A TYPE A TEMPORARY EROSION CONTROL BLANKET; N
�� TOP OF SLOPE BASED ON ENVIRONMENT INSPECTOR. RECPS WILL UNROLL WITH / / -
, \ SLOPES UP TO 2H:1V;
APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL RECPS MUST
� / / N
/ / / AS AN INFILL FOR TURF REINFORCEMENT MATS (TRMS) ON SLOPES GREATER o
TEMPORARY MATTING BE SECURELY FASTENED TO SOIL SURFACE BY PLACING / / N W
/ THAN 2H:1 V•
SLOPES = SC150BN STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE rn a
(SEE NOTE 7) / STAPLE PATTERN GUIDE. / j j • ENVIRONMENTALLY SENSITIVE AREAS NOT COMPATIBLE FOR NETTING; N
4. THE EDGES OF PARALLEL RECPS MUST BE STAPLED WITH / jTABLE _j • WHEN THE REQUIRED LONGEVITY OF SOIL PROTECTION IS UP TO 1 YEAR;
APPROXIMATELY 2 TO 5-IN. OVERLAP DEPENDING ON THE RECPS SS SLOPE
• WHEN THE SITE REQUIRES IMMEDIATE EROSION PROTECTION AND THERE IS A a O
,•.W TYPE. (NOTE 5) RISK OF IMPENDING WEATHER; Z
Q �7 5. CONSECUTIVE RECPS SPLICED DOWN THE SLOPE MUST BE END / j / / / • WHEN FAST VEGETATION ESTABLISHMENT IS REQUIRED; AND
a V�F OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3-IN. % / j j / . WHEN A HIGH FACTOR OF DESIGN SAFETY IS REQUIRED.
OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY / /
~ / 12-IN.APART ACROSS ENTIRE RECPS WIDTH. % j j / 0 3. FGM IS NOT APPLICABLE AS A CHANNEL LINER OR FOR AREAS RECEIVING
\ END OVERLAP SEAM / / CONCENTRATED FLOW. APPLICABLE FGM MAY BE SELECTED FROM THE SCDOT
° SOIL PREPARATION / (SEE NOTE 5) 6. IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE O
LENGTHS GREATER THAN 6-IN. MAY BE NECESSARY TO PROPERLY APPROVED PRODUCTS LIST. �l z
Q (SEE NOTE 1) 3-IN. SECURE THE RECPS. 4. FLEXIBLE GROWTH MEDIA (FGM) COMPONENTS ARE PRE-PACKAGED BY THE
00.• 7. TEMPORARY MATTING SHALL BE NORTH AMERICAN GREEN CERTIFIED CONTRACTOR O MANUFACTURER TO ASSURE MATERIAL PERFORMANCE. UNDER NO Z_
BIONET SC15013N OR ENGINEER APPROVED EQUIVALENT. (NOTE 6) CIRCUMSTANCES IS FIELD MIXING OF MATERIALS, ADDITIVES OR COMPONENTS °C J
EXTEND MATTING Z a O
MINIMUM OF 3-FT. FROM ACCEPTED. EXAMINE SUBSTRATES AND CONDITIONS WHERE MATERIALS WILL BE
- TEMPORARY SLOPE MATTING MAINTENANCE Q Q
TOE OF SLOPE -III= APPLIED. () LA w cn V
-III-III-III- 1. INSPECT AT LEAST ONCE PER 7 CALENDAR DAYS AND WITHIN 24 z
5. APPLY FGM TO GEOTECHNICALLY STABLE SLOPES THAT HAVE BEEN DESIGNED
2- ISOMETRIC VIEW HOURS OF A RAIN EVENT GREATER THAN OR EQUAL TO 1.0-IN IN
° 24 HOURS. AND CONSTRUCTED TO DIVERT RUNOFF AWAY FROM THE FACE OF THE SLOPE. Z 0
2. MAKE ANY NECESSARY REPAIRS IMMEDIATELY. DO NOT PROCEED WITH INSTALLATION UNTIL SATISFACTORY CONDITIONS ARE W N OV O
3. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND MAINTENANCE NOTES ESTABLISHED. Cn a N
2 TO 5-IN. 2 TO 5-IN. 2 TO 5-IN. 2 TO 5-IN. 2 TO 5-IN. 2 TO 5-IN. 2 TO 5-IN. 2 TO 5-IN. M--+
M --loll EROSION MUST NOT OCCUR BENEATH THE RECP. 1. ALL SEDIMENT AND EROSION CONTROLS SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN CALENDAR 6. INSTALL FGM WITH A CONTRACTOR WHO IS CERTIFIED AND TRAINED BY THE Q Q a z
N 4. ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE DAYS AND AFTER ANY STORM EVENT OF GREATER THAN 1.0 INCHES OF PRECIPITATION DURING ANY MANUFACTURER IN THE PROPER PROCEDURES FOR MIXING AND APPLYING THE w Q
N 3-FT. 3-FT. 2-FT. 2-FT. CONTACT WITH THE GROUND SHALL BE REPAIRED AND STAPLED. 24-HOUR PERIOD. INSPECTIONS MUST BE CONDUCTED UNTIL FINAL STABILIZATION IS REACHED ON ALL FGM. Z 0 O
4-FT. O O 4-FT. O O O 5. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, w O w U
6-FT. 3.3-FT. 6-FT. O O 1 t
�� 1.6-FT. ril 1.6-FT. THE PROBLEM SHALL BE FIXED AND THE ERODED AREA AREAS OF THE CONSTRUCTION SITE. 7. STRICTLY COMPLY WITH THE MANUFACTURER'S MIXING RECOMMENDATIONS Z A Q w
L 2. REAPPLY FGM TO DISTURBED AREAS THAT REQUIRE CONTINUED EROSION CONTROL. AND INSTALLATION INSTRUCTIONS.
0 1.6-FT. O O O O PROTECTED.
a 3.3-FT. 3.3-FT. 3. MAINTAIN EQUIPMENT TO PROVIDE UNIFORM APPLICATION RATES. RINSE ALL MIXING AND 8. USE APPROVED HYDRAULIC SEEDING/MULCHING MACHINES WITH FAN-TYPE
6. MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND �--i U- U
Ln O il 3.3-FT. O O O O O COVER IS ESTABLISHED. APPLICATION EQUIPMENT THOROUGHLY WITH WATER TO AVOID FORMATION OF RESIDUES AND NOZZLE (50- DEGREE TIP) FOR FGM APPLICATIONS. O O
O O O O DISCHARGE RINSE WATER APPROPRIATELY. 9. APPLY FGM FROM OPPOSING DIRECTIONS TO THE SOIL SURFACE IN SUCCESSIVE 0
O O p REF: DETAIL BASED ON NCDEQ EROSION AND SEDIMENT CONTROL 4. DEGRADATION OF FGM IS EXPECTED TO OCCUR AS A RESULT OF MECHANICAL DEGRADATION, LAYERS, REDUCING THE "SHADOW EFFECT"TO ACHIEVE MAXIMUM COVERAGE W
-Le le PLANNING AND DESIGN MANUAL, CHAPTERS 6 AND 8 REVISED, MAY CHEMICAL AND BIOLOGICAL HYDROLYSIS, SUNLIGHT, SALT AND TEMPERATURE. REAPPLY FGM IN OF ALL EXPOSED SOIL. z
Y 4:1 SLOPES 3:1 SLOPES 2:1 SLOPES 1:1 SLOPES 2013 ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. REAPPLICATION IS NOT REQUIRED UNLESS 10. FGM DOES NOT REQUIRE A CURE TIME AND IS EFFECTIVE IMMEDIATELY SUCH z_
a 0.7 STAPLES PER SQ.YD. 1.15 STAPLES PER SQ.YD. 1.7 STAPLES PER SQ.YD. 3.4 STAPLES PER SQ.YD. FGM TREATED SOILS ARE DISTURBED OR TURBIDITY OR WATER QUALITY SHOWS THE NEED FOR AN THAT FGM MAY BE APPLIED IMMEDIATELY BEFORE, DURING OR AFTER A
ADDITIONAL APPLICATION. RAINFALL EVENT.
z
a STAPLE PATTERNS 11. INSTALL FGM MATERIALS ACCORDING TO THE MANUFACTURER'S APPLICATION PROJECT NUMBER
0
RATES. 213314
DRAWING NUMBER
11 A EROSION CONTROL BLANKET - SLOPE
11 B FLEXIBLE GROWTH MEDIA
16 SCALE: N.T.S.
16 SCALE: N.T.S. 6 24

20-FT. MIN.
~_ LOD FILTER BAG z z 18-IN.COMPOST o TEMPORARY
Q Q APPROXIMATE EXISTING
N N (REFER TO DETAIL) m m FILTER SOCK BRIDGE GROUND SURFACE
O O w TEMPORARY WORKSPACE
TRENCH DEWATERING a Lu f11 (REFER TO PLAN VIEWS)
HOSE(S) O O (Al
LOD i n LOD LOD LOD LOD LOD LOD LOD
TOP SOIL
12-IN.COIR LOG GATE BY-PASS COIR BLANKET
(OPEN) HOSE(S) TRAVEL LANE PLACE 12-IN. COIR LOG SUCH (NAG C700B 20 6 N) SLEY SUITE O
WN BLVD.
DEWATERING PUMP(S)WITH 12-IN.COMPOST (NOTE 6) STREAMBED SUBSTRATE THAT THE ROLL EXTENDS 2-IN. LIVE STAKES
CHARLOTTE,NC 28273
SECONDARY CONTAINMENT FILTER SOCK(SIDEBOARD) CROSS-SECTION A-A' ABOVE BASE FLOW ELEVATION NOT SHOWN [phone]
3-FT. X 2-IN. X 2-IN. FOR CLARITY LIVE STAKES NOT COIR BLANKET ENGINEERING FIRM
18-IN.COMPOST APPROXIMATE EXISTING HARD WOOD STAKE SHOWN FOR CLARITY (NAG C700BN) LICENSE NUMBER:F-0176
SPACED O.C. -FT. . . . . . . . . . . . . . + . + . + . + . + . + + + . + . + . + . + + + .
TT PERMANENT EASEMENT FILTER SOCK GROUND SURFACE i + + + + + + + + + + + + + + + + + + + .
(REFER TO PLAN VIEWS) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
A TEMPORARY BRIDGE A - - + . . . . . . . . . . . . . . . .TOP OF BANK . . . . . . . . . . . . . . . .
(REFER TO DETAIL) 1111
2-IN. MIN. i 1 ��* ��' ��* ��' ��' ' ��' ��' ' ' ' ��' ' + ++
SILT FENCE . + . . + . . + . . + . . . . . . . . + . . + . . . . . . . . . . . + . . . . .
ABOVE . + . + . + . + . + . + . + + . + . + . + . + . + . + . + . + . + . + . . + . +
. + . + . + . + . + . + . + + + . + . + . + . + . + . + . + . + . + . + . + . + .
TOP SOIL I BACKFILL AND + + + + + + + + + + + + + + + + ' + + + + + + +
VARIES OHWM 1 SINGLE ROW .'++.'++.'++.'++++++++++.'+++'.++ .++'.+++++++++++++++++++++++++++++++++++++++++++
1 / COMPACT BEHIND COIR LOG + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
+ . . . . . . . . . . . . . . . . . . . . . . . + . + . + . + . + . + . + . + . +
B COFFER DAM B COFFER DAM 1 1
/ COIR ROLL
+. . . . . . . + . + . + . + . . . . . . . + . + . + . + . + . + . + . + . + . + .
STREAMBED SUBSTRATE /
1 1 JI _TOE OF BANK
CROSS-SECTION B-B'
LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD 3-IN. 1 1-FT. FROM END
16-IN. EXCAVATE MIN. 3-IN. L.
4-FT. O.C. _ OF COIR LOG ,
50-FT. (NOTES 6&7) ANGLE STAKE IN FRONT OF 1 1 DEPRESSION FOR COIR LOG r 10-FT. (TYP.) -
SCREEN INTAKE BY-PASS PUMP(S)WITH I 1
SECONDARY CONTAINMENT 13. BACKFILL SUBGRADE AFTER PIPELINE CONSTRUCTION WITHIN COIR LOG THROUGH OUTSIDE { EXCAVATE ANCHOR
PLAN VIEW THE STREAM IS COMPLETE.THEN RESTORE STREAMBED NETTING TRENCH FOR COIR LENGTH MAY VARY
GENERAL NOTES THE QUARTZ CORP USA
SUBSTRATE AND STREAMBANKS TO ORIGINAL CONTOURS TO BLANKET 797 ALTAPASS ROAD
1. REFER TO AUTHORIZED PERMITS FOR ADDITIONAL LOCAL, STATE, AND 6. RESTRICT THE REMOVAL OF VEGETATION TO THE LIMITS OF FULLEST EXTENT PRACTICAL. SPRUCE PINE,NC 28777
FEDERAL REQUIREMENTS. MECHANICAL EQUIPMENT SHALL NOT DISTURBANCE. ONLY HAND CLEARING IS ALLOWED ON 14. REINSTALL SWPPP MEASURES PREVIOUSLY REMOVED FOR SINGLE COIR LOG PROFILE VIEW SINGLE COIR LOG PLAN VIEW [phone]
OPERATE WITHIN STREAMS OR TRAVERSE STREAMS. STREAMBANKS AND WITHIN 10-FT. OF TOP OF BANK, EXCEPT PIPELINE CONSTRUCTION WITHIN THE STREAM. ADDITIONAL
2. CONSTRUCT TEMPORARY COFFER DAMS WITHIN LIMITS OF WITHIN THE TRENCHLINE OR FOR SAFETY PURPOSE. SITE-SPECIFIC SWPPP MEASURES MAY BE NECESSARY IN
DISTURBANCE. 7. NO GRUBBING OR BELOW-GROUND VEGETATION REMOVAL SHALL ORDER TO PROTECT AFFECTED STREAMS AND PREVENT GENERAL NOTES MAINTENANCE NOTES
3. CONTRACTOR SHALL DEWATER AREA BETWEEN DAMS AND ENSURE OCCUR WITHIN 50-FT. OF TOP OF BANK. GRUBBING IS ALLOWED VIOLATIONS OF WATER QUALITY STANDARDS. 1. COIR LOGS SHALL BE COMPOSED OF DENSELY PACKED 100% NATURAL ORGANIC 1. ALL SEDIMENT AND EROSION CONTROLS SHALL BE INSPECTED AT LEAST \`' :-% CARpZr��'!,,
TIGHT SEAL OF DAMS PRIOR TO TRENCHING. CONTRACTOR SHALL BE FOR TRAVEL LANE, TRENCHLINE, TEMPORARY BRIDGE 15. REINSTALL 12-IN. COIR LOGS ACROSS TRAVEL LANE ON BOTH O.-'•FESs/p'!�y
COIR FIBERS THAT ARE PACED INSIDE A TUBULAR COIR TWINE NETTING. ONCE EVERY SEVEN CALENDAR DAYS AND AFTER ANY STORM EVENT OF .�.= o y.
RESPONSIBLE FOR PASSING WATER WHICH IS TO BE FILTERED INSTALLATION, AND/OR SAFETY CONSIDERATIONS. SIDES OF BRIDGE AT THE END OF EACH WORKDAY. qQ
THROUGH A FILTER BAG PLACED IN CONJUNCTION WITH 8. CONTRACTOR TO CONDUCT WORK "IN THE DRY" DURING LOW 16. OWNER'S DESIGNATED REPRESENTATIVE TO ASSIST IN 2. OAK OR OTHER DURABLE HARDWOOD STAKES 2-IN. BY 2-IN. IN CROSS SECTION GREATER THAN 1.0 INCHES OF PRECIPITATION DURING ANY 24-HOUR _ SEAL
APPROPRIATE SWPPP MEASURES. DEWATERING PUMP(S) SHALL BE FLOW CONDITIONS. LOCAL WEATHER CONDITIONS SHALL BE DETERMINATION OF WHETHER BYPASS PUMP OR BYPASS SHALL BE USED. STAKES SHOULD BE DRIVEN TO A MINIMUM DEPTH OF 12-IN., PERIOD. INSPECTIONS MUST BE CONDUCTED UNTIL FINAL STABILIZATION = QQ2329
PLACED WITHIN SECONDARY CONTAINMENT. MONITORED IN ORDER TO AVOID ANTICIPATED RAINFALL EVENTS PIPE STREAM CROSSING METHOD IS TO BE USED. WITH A MINIMUM OF 3-IN. PROTRUDING ABOVE THE COIR LOG. IS REACHED ON ALL AREAS OF THE CONSTRUCTION SITE. ,
4. SCREEN PUMP INTAKE(S) TO MINIMIZE ENTRAINMENT3. ENGINEER AND OWNERS DESIGNATED ENVIRONMENTAL REPRESENTATIVE TO 2. MAKE ANY NECESSARY REPAIRS IMMEDIATELY.
OF AQUATIC DURING, OR IMMEDIATELY FOLLOWING, CONSTRUCTION OF THE MAINTENANCE NOTES %� lf;-••......
LIFE. PLACE PUMP(S) INTAKE IN SUMP HOLE/POOL UPSTREAM OF PIPELINE WITHIN THE STREAM. 1. AFTER CONSTRUCTION ACTIVITIES BEGIN ALL SEDIMENT AND ASSIST IN DETERMINATION OF USE AND LOCATION OF COIR LOG TOE 3. THE COIR LOG NEEDS TO BE REINSTALLED IF UNDERMINED OR
UPSTREAM COFFER DAM. PLACE BYPASS HOSE(S) OUTSIDE OF 9. TEMPORARILY REMOVE SWPPP MEASURES TO FACILITATE PIPELINE PROTECTION. DISLODGED. ►ar�fa�7�J�Zy
STREAMBANKS WITH DISCHARGE DOWNSTREAM OF DOWNSTREAM CONSTRUCTION. EROSION CONTROLS SHALL BE INSPECTED AT LEAST ONCE
EVERY SEVEN CALENDAR DAYS AND AFTER ANY STORM 4. COIR LOG TOE PROTECTION TO BE USED IN COMBINATION WITH WRAPPED SOIL
COFFER DAM BEFORE COMMENCING BYPASS. TAKE MEASURES TO 10. CONTRACTOR TO CONDUCT WORK FROM THE STREAMBANKS EVENT OF GREATER THAN 1.0 INCHES OF PRECIPITATION LIFT, OR COIR BLANKET AND OTHER STREAMBANK STABILIZATION (SBS) MEASURES.
PREVENT STREAMBED SCOUR AT PUMP DISCHARGE THROUGH THE ONLY, CROSSINGS ARE NOT PERMITTED. BEGIN IN STREAM WORK IN 5. ENGINEER AND OWNERS DESIGNATED ENVIRONMENTAL REPRESENTATIVE TO
USE OF AN ENERGY DIFFUSER.TAKE REASONABLE MEASURES TO THE MORNING, PIPELINE CONSTRUCTION AND RESTORATION SHALL DURING ANY 24-HOUR PERIOD. INSPECTIONS MUST BE
PREVENT INTAKE FROM SUCTIONING THE STREAM SUBSTRATE. OCCUR WITHIN A 24-HOUR PERIOD TO THE FULLEST EXTENT CONDUCTED UNTIL FINAL STABILIZATION IS REACHED ON ASSIST IN DETERMINATION OF LOCATION AND STABILIZATION METHOD AT
5. THE BYPASS PUMP(S) SHALL BE OF SUFFICIENT SIZE TO CONVEY PRACTICAL. IN NO INSTANCE SHOULD PIPELINE CONSTRUCTION ALL AREAS OF THE CONSTRUCTION SITE. TRANSITION TO EXISTING STREAM BANK.
STREAM BASE FLOW. HAVE STANDBY PUMP(S) AND GENERATOR(S) AND RESTORATION EXCEED 48 HOURS WITHOUT APPROVAL OF THE 2. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE
CAPABLE OF HANDLING 100%OF ANTICIPATED STREAM BASE FLOW OWNER'S DESIGNATED REPRESENTATIVE. ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN.
ON-SITE IN CASE OF PUMP(S) FAILURE OR A RAIN EVENT. 11. CONTRACTOR SHALL ATTEMPT TO SEGREGATE STREAMBED DISTURBED AREA WILL BE MAINTAINED IN A CONDITION
CONTINUOUSLY MONITOR THE DAM AND PUMP(S) TO ENSURE SUBSTRATE FROM SUBGRADE. THAT WILL PREVENT SEDIMENT FROM ENTERING THE WATER.
PROPER OPERATION THROUGHOUT THE STREAM CROSSING. PUMP(S) 12. NO WASTES, SPOILS, SOLIDS OR FILLS WILL BE PLACED WITHIN
SHALL BE PLACED WITHIN SECONDARY CONTAINMENT TO REDUCE STREAMS, WETLANDS OR RIPARIAN AREAS BEYOND THE LIMITS OF
O POTENTIAL FOR FUEL SPILLS. DISTURBANCE. DO NOT PLACE TRENCH SPOILS ON BRIDGE DECK.
Ln Ua
a
0 12 STREAM CROSSING - BY-PASS PUMP 13 COIR LOG TOE PROTECTION - SINGLE
Ln
17 SCALE: N.T.S.
O 17 SCALE: N.T.S. elf
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00 12-IN- 8-IN. 2 TO 5-IN. 2 TO 5-IN. 2 TO 5-I 2 TO 5-IN. GENERAL NOTES: Ou Z
18-IN. DIA.COMPOST 1. LOW VOLUME FILTER BAGS SHALL BE MADE FROM NON-WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH STRENGTH, 0 Q
� 6-IN. s-IN. FILTER SOCK DOUBLE STITCHED"1"TYPE SEAMS.THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER THAN 150 MICRONS. � H
O 2-FT. 2-FT. 0.8-FT. 2. HIGH VOLUME FILTER BAGS SHALL BE MADE FROM WOVEN GEOTEXTILES THAT MEET THE STANDARDS IN THE TABLE BELOW: a
O w
N © s_IN. 4-FT. O Fo
O I 4-FT. O O O F / i \ i7 - -- - - - I z u
1.6-FT. TABLE: HIGH VOLUME FILTER BAG MATERIALLu
E O co O O
3.3-FT. Y I ® PROPERTY TEST METHOD MINIMUM STANDARDw
\\\ O O O O O O O 3.3-FT.
AVG.WIDE WIDTH STRENGTH ASTM D-4884 60 LB/IN
O O O 0.8-FT. 4 O IS I HEAVY DUTY LIFTING STRAPS O
\ I� I I (RECOMMENDED) GRAB TENSILE ASTM D-4632 205 LB w
r I DISCHARGE HOSE
MEDIUM FLOW CHANNEL HIGH FLOW CHANNEL I I PUNCTURE ASTM D-4833 110 LB �^
3.4 STAPLES PER SQ.YD. 3.75 STAPLES PER SQ.YD. I CLAMP
(NOTE 8) MULLEN BURST ASTM D-3786 350 PSI o H
N
INTAKE HOSE a
N
aB. ® FILTER BAG i o UV RESISTANCE ASTM D-4355 70% C
aA. STAPLE PATTERNS
AOS% RETAINED ASTM D-4751 80 SIEVE
DEWATERING PUMP WITH 3. FILTER BAGS SHALL BE LOCATED IN WELL-VEGETATED(GRASSY)AREAS OR STABLE EROSION RESISTANT AREAS A MINIMUM a Z
SECONDARY CONTAINMENT
fl- I I CLAMP OF 100-FT.FROM SURFACE WATERS,STREAMS,WETLANDS OR AS DIRECTED BY OWNER'S DESIGNATED ENVIRONMENTAL
o I I (NOTE 8) REPRESENTATIVE.
u I 4. A GEOTEXTILE FABRIC(8 OZ/SY)UNDERLAYMENT AND FLOW PATH SHOULD BE PROVIDED.
1. MATTING SHALL BE APPLIED TO THE BANKS OF THE STREAM WHERE INDICATED ON THE PLAN SHEET. MATTING FOR THE STREAM BANKS SHALL BE NORTH AMERICAN GREEN 5. FILTER BAGS MAY BE PLACED ON FILTER STONE TO INCREASE DISCHARGE CAPACITY.BAGS SHOULD NOT BE PLACED ON
(NAG) C70OBN (COIR) OR ENGINEER APPROVED EQUIVALENT. I SLOPES GREATER THAN 5%.FOR SLOPES EXCEEDING 5%,CLEAN ROCK OR OTHER NON-ERODIBLE AND NON-POLLUTING
2. PREPARE SOIL BEFORE INSTALLING RECPS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, SEED. THE SURFACE OF THE SOIL SHOULD BE SMOOTH AND FREE OF I MATERIAL MAY BE PLACED UNDER THE BAG TO REDUCE SLOPE STEEPNESS. O
6. FILTER BAGS, DEWATERING STRUCTURE,OR ENGINEER APPROVED ALTERNATIVE SHALL BE LOCATED IN A WELL VEGETATED z
Q ROCKS, ROOTS, AND OTHER OBSTRUCTIONS TO PREVENT BRIDGING OF THE RECP. AREA A MINIMUM OF 100-FT.FROM SURFACE WATERS,STREAMS,WETLANDS OR AS DIRECTED BY OWNER'S DESIGNATED ~ Q
3. BEGIN AT THE TOP OF THE BANK BY ANCHORING THE RECP IN A 6-IN. DEEP X 6-IN. WIDE TRENCH WITH APPROXIMATELY 12-IN. OF RECP EXTENDED BEYOND THE UP-SLOPE z
ENVIRONMENTAL REPRESENTATIVE. E-I
PORTION OF THE TRENCH. ANCHOR THE RECP WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12-IN. APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE J
8 OZ/SY GEOTEXTILE 7. INSTALL MINIMUM 18-IN.DIAMETER COMPOST FILTER SOCK ON THREE DOWNGRADIENT SIDES OF FILTER BAG.ADDITIONAL Z w O
Y TRENCH AFTER STAPLING.APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12-IN. PORTION OF RECP OVER SEED AND COMPACTED SOIL. SECURE RECP OVER FABRIC BASE DOWNGRADIENT E&SC MEASURES MAY BE NECESSARY FOR SECONDARY CONTAINMENT FOR FILTER BAG FAILURE. O oC
COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12-IN. APART ACROSS THE WIDTH OF THE RECP. 8. THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE FILTER BAGS IN THE MANNER SPECIFIED BY THE MANUFACTURER u �j w N V
4. ROLL THE RECP PLAN VIEW(A.) DOWN OR (B.) HORIZONTALLY ACROSS THE BANK. ALL RECPS MUST BE SECURELY FASTENED TO THE SOIL SURFACE BY PLACING STAPLES/STAKES IN AND SECURELY CLAMPED.A PIECE OF PVC PIPE IS RECOMMENDED FOR THIS PURPOSE.ONLY INSTALL ONE PUMP DISCHARGE
Z D
2- APPROPRIATE LOCATIONS AS RECOMMENDED BY THE MANUFACTURER. HOSE PER FILTER BAG. w - a =
° 5. THE EDGES OF ALL HORIZONTAL AND VERTICAL SEAMS MUST BE STAPLED/STAKED WITH APPROXIMATELY 8-IN. OVERLAP. SEAM OVERLAP SHOULD BE SHINGLED ACCORDING 9. THE PUMPING RATE SHALL BE A MAXIMUM OF 750 GPM OR 1/2 THE MAXIMUM SPECIFIED BY THE MANUFACTURER, Z °� �
TO THE PREDOMINANT EROSIVE ACTION. WHICHEVER IS LESS. �; Ln OV O
6. SEE DETAIL FOR INSTALLATION OF DOWNGRADIENT EDGE OF MATTING THE EDGE OF THE RECP MUST BE ANCHORED BY PLACING STAPLES/STAKES IN A 6-IN. DEEP X 6-IN.WIDE 10. PUMP INTAKES SHOULD BE FLOATING AND SCREENED. M--� d H }
v 11. CONTRACTOR SHALL ADHERE TO OWNER'S APPLICABLE INTERNAL ENVIRONMENTAL POLICIES,GUIDANCE DOCUMENTS,AND
ANCHOR TRENCH.ANCHOR RECP WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12-IN. APART IN THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER Q � Q a
m 0
CHECKLISTS. "{ F- Q Z
N STAPLING. 18-IN. DIA.COMPOST MAINTENANCE NOTES: W Q Z) D
7. USE WIRE STAPLES OF GAUGE 11 OR LOWER AND A MINIMUM LENGTH OF 8-IN.. IF WOODEN STAKES ARE USED, THE MINIMUM LENGTH IS 12-IN..ANCHORS SHOULD BE LONG FILTER SOCK CLAMPS DISCHARGE HOSE (~ z 0 O
0 2. FILTER BAGS SHALL BE INSPECTED DAILY.IF ANY PROBLEM IS DETECTED,PUMPING SHALL CEASE IMMEDIATELY AND NOT
ENOUGH TO PROVIDE A STRONG BOND BETWEEN THE RECP AND THE SOIL SURFACE. (NOTE 8) o�e W O w U
RESUME UNTIL THE PROBLEM IS CORRECTED. 2
8. IN LOOSE SOIL CONDITIONS, THE USE OF LONGER STAPLE OR STAKE LENGTHS MAY BE NECESSARY TO PROPERLY SECURE THE RECP. SOURCE: NORTH AMERICAN GREEN AND Q I­_ w
o ROLANKA 3. REPLACE FILTER BAG IF BAG CLOGS OR HAS RIPS,TEARS,OR PUNCTURES.
4. FILTER BAGS SHALL BE REPLACED WHEN THEY BECOME 1/2 FULL OF SEDIMENT. O U =
9. ALL SEDIMENT AND EROSION CONTROLS SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND AFTER ANY STORM EVENT OF GREATER THAN 1.0 INCHES OF INTAKE HOSE I-� LL u
o ILTER 5. A SUITABLE MEANS OF ACCESSING THE FILTER BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES SHOULD BE
M PRECIPITATION DURING ANY 24-HOUR PERIOD. INSPECTIONS MUST BE CONDUCTED UNTIL FINAL STABILIZATION IS REACHED ON ALL AREAS OF THE CONSTRUCTION SITE. o PROVIDED. O O
a
7-L- - - - - 6. SPREAD THE DEWATERED SEDIMENT FROM THE FILTER BAG IN AN APPROVED UPLAND AREA AND STABILIZE WITH SEED AND
MULCH BY THE END OF THE WORK DAY. w
7. SPARE FILTER BAGS SHALL BE KEPT AVAILABLE FOR REPLACEMENT OF THOSE THAT HAVE FAILED OR ARE FILLED.
8 OZ/SY GEOTEXTILE DEWATERING PUMP WITH 8. FILTER BAGS SHOULD BE PLACED ON STRAPS TO FACILITATE REMOVAL UNLESS BAGS COME WITH LIFTING STRAPS ALREADY z
Y FABRIC BASE SECONDARY CONTAINMENT ATTACHED. z
SECTION VIEW 9. DURING OPERATION KEEP CONNECTION BETWEEN PUMP DISCHARGE HOSE AND FILTER BAG WATERTIGHT.
0 10. REPOSITION GEOTEXTILE AND REPLACE BEDDING IF IT BECOMES DISPLACED.
z REFERENCE: DETAIL BASED ON PENNSYLVANIA DEPARTMENT OF ENVIRONMENTAL PROTECTION (PA DEP)STANDARD DETAILS
Q AND MARYLAND DEPARTMENT OF ENVIRONMENT WATER MANAGEMENT ADMINISTRATION STANDARDS AND SPECIFICATIONS PROJECT NUMBER
p FOR SOIL EROSION AND SEDIMENT CONTROL. 213314
DRAWING NUMBER
OD- OIR MATTING (UKILTR BAG
SCALE: N.T.S. SCALE: N.T.S. 7 24

12-IN. DIAMETER FILTREXX® SILTSOXXTM
(SEE NOTE 8)
18-IN. DIAMETER FILTREXX® SILTSOXXTM 18-IN. DIAMETER TIMBER MAT WORK AREA •
(SEE NOTE 2) FILTREXX® SILTSOXXTM DIMENSIONS VARY •
(SEE NOTE 2) VARIES BASED ON EQUIPMENT REQUIREMENTS
DECK WIDTH VARIES WETLAND
1 LAYER OF WOVEN TIMBER MATS BASED ON EQUIPMENT WIDTH 12 IN DIAMETER FILTREXX® SILTSOXXTM TIMBER MATS (TYP.) 10-FT. MIN.
WOVEN GEOTEXTILE GEOTEXTILE (NOTE 3) 12 IN COMPOST FILTER
(SEE NOTE 8) _
(NOTE 8) SOCK (SIDEBOARD) 1 LAYER OGEOTEXTILE FILTER SOCK
-
(NOTE 8) (SIDEBOARD) �j��/�� j\� �\�� �� � /� � �\ ��� �� � /��� '\ �,\ /\��j\��j\��j\��\��j���,\� . '� ��\i\�\.���.\� •'
2016 AYRSLEY TOWN BLVD.
WETLAND WETLAND BOUNDARY SUITE 2-A
- - - - - - - - - GEOTEXTILE FABRIC
CHARLOTTE,NC 28273
(OR APPROVED [phone]
2 LAYERS OF 12-OZ. EQUIVALENT) GEOTEXTILE FABRIC
TIMBER MAT SECTION VIEW OR APPROVED EQUIVALENT CROSS-SECTION A-A ENGINEERING FIRM
UNDISTURBED STREAM BANK NON-WOVEN GEOTEXTILE 2 LAYERS OF 12-OZ. ( )
(NOTE 7) NON-WOVEN GEOTEXTILE TIMBER MATS LICENSE NUMBER:F-oi76
W W W W W J W W W W W W W W W W W W W W W W W W W W W
ORDINARY HIGH SEE NOTE 5 (NOTE 7) (NOTE 3) W W W W W W W W W W W W W W W W W W W W W W W W W W
W W W W W W W W W W W W W W W W W W W W W
WATER MARK (OHWM) CROSS-SECTION A-A' CROSS-SECTION B-B' W W W W W W W W W WETLAND ' W W W W W W W W TIMBER MAT NOTES
W W W W W W W W W W W W � W W/` �L W W W W W W W W .� 1. TIMBER EQUIPMENT MATS SHALL EXTEND A MINIMUM OF 10 FEET OUTSIDE OF
GENERAL NOTES W W W W W W W W W W W �W /�► W W W W W W W W W WETLAND BOUNDARIES.
W W W W W W W W W W W W W W W W W W W W W W W W
W W W W W W W W W W W W W W W W W W W W W W W
1. A PRE-FABRICATED BRIDGE OR FLATBED RAILCAR MAY BE SUBSTITUTED FOR THE TEMPORARY W W W W W W W W W W W W W W L W W W W W W 2. FILTREXX® SILTSOXXTM SHALL BE INSTALLED 4-FT. FROM THE EDGE OF THE TIMBER
CONSTRUCTION BRIDGE. ■ ■ MATS AND ADJACENT TO THE UNDISTURBED WETLANDS.
2. INSTALL THE BRIDGE IN A MANNER THAT WILL MINIMIZE SEDIMENT FROM ENTERING SURFACE
Z
WATERS. W 18-IN. DIAMETER 3. INSTALL TIMBER MATS IN WORK AREA AS NEEDED. POSITION A SERIES OF TIMBER
m m = W W MATS AS NEEDED TO CREATE A SAFE, FLAT WORK AREA. MATS SHALL BE POSITIONED
� O 3. BRIDGE MUST BE DESIGNED BY CONTRACTOR'S ENGINEER TO SUPPORT EXPECTED LOADS. RUNNERS ■ ■ ■ ■ ■ ■ ' ' ' FILTREXX® SILTSOXXTM
O O ARE TO BE INSTALLED AT OUTER EDGE OF BRIDGE DECKING HOOK HOLES. TO BUTT UP AGAINST EACH OTHER.
12-IN. COMPOST FILTER 4. SECURELY ANCHOR BRIDGE AT ONE (1) END USING STEEL CABLE OR CHAIN. (SEE NOTE 2) I
WOVEN O O SOCK (SIDEBOARD) \ 4. TIMBER MATS SECTIONS ARE TYPICALLY ATTACHED.
GEOTEXTILE 5. ABUTMENTS SHOULD BE PLACED PARALLEL TO, AND ON, STABLE BANKS SUCH THAT THE STRUCTURE
B TIMBER MATS IS AT OR ABOVE BANKFULL DEPTH TO PREVENT ENTRAPMENT OF FLOATING MATERIALS AND DEBRIS. 12-IN. DIAMETER 5. USE ADDITIONAL TIMBER MAT LAYERS TO RAISE WORK AREA ABOVE GRADE WHERE
(NOTE 3) 6. CONTRACTOR TO COVER HOOK HOLES AS NECESSARY TO PREVENT ACCUMULATION OF SEDIMENT / FILTREXX® SILTSOXXTM POOR SOIL CONDITIONS EXIST.ATTEMPT TO USE NO MORE THAN TWO(2) LAYERS IN THE QUARTZ CORP USA
- - - ON NON-WOVEN GEOTEXTILE. OWNER'S DESIGNATED ENVIRONMENTAL REPRESENTATIVE TO (SEE NOTE 8) WETLANDS. 797 ALTAPASS ROAD
APPROVE OF METHOD AND MATERIALS USED TO COVER HOOK HOLES PRIOR TO INSTALLATION. SPRUCE PINE, 28777
7. INSTALL TWO (2) LAYERS OF 12-OZ. NON-WOVEN GEOTEXTILE. i TIMBER MATS 6. EROSION CONTROL DEVICES SHALL BE INSTALLED ADJACENT TO TIMBER MATS AS [phone]
A A' 8. USE ONE (1) SACRIFICIAL LAYER OF WOVEN GEOTEXTILE ON THE BRIDGE "RUNNERS" TO PROTECT THE (TYP.) SHOWN ON PLAN DRAWINGS.
NON-WOVEN GEOTEXTILE DURING THE TEMPORARY BRIDGE INSTALLATION. LIFTING BOLT
7. DURING TIMBER MAT INSTALLATION CONTRACTOR SHALL PREVENT THE
9. NON-WOVEN AND WOVEN GEOTEXTILE WILL BE INSTALLED ON ALL TIMBER MATS ASSOCIATED WITH �� rr
INTRODUCTION OF UPLAND SOILS OR OTHER MATERIALS INTO WETLANDS. . N CAI? ri
THE TEMPORARY BRIDGE INCLUDING APPROACH TIMBER MATS WITHIN 50-FT. OF TOP OF BANK. WETLAND _ _ _ NOTCH �.` �'( _......._of
BOUNDARY (SEE NOTE 9 O.•..iess,o,!y
10. ALTERNATIVE MATERIALS MAY BE USED FOR SIDEBOARDS WITH APPROVAL, PRIOR TO INSTALLATION, ) 8. A 12-IN. DIAMETER FILTREXXS SILTSOXXTM SHALL BE INSTALLED ALONG THE 2.Qa 4 y +
FROM OWNER'S DESIGNATED ENVIRONMENTAL REPRESENTATIVE. To ■ ■ ■ ■ ■ ■ ■ ■ PERIMETER OF THE TIMBER MAT WORK AREA.OAK OR OTHER DURABLE HARDWOOD ;�t <-
11. THE CONTRACTOR SHALL REMOVE SEDIMENT DEPOSITED ON BRIDGES PRIOR TO REMOVING BRIDGE. STAKES 2-IN.X 2-IN. IN CROSS SECTION SHOULD BE DRIVEN VERTICALLY PLUMB, SEAL =
10-FT. MIN. THROUGH THE CENTER OF THE COMPOST SOCK AT EACH OF THE TIMBER MAT LIFTING 942329 _
12. REMOVE TEMPORARY EQUIPMENT BRIDGES IN AREAS WHERE TRAVEL LANE IS NO LONGER REQUIRED. ^ ° ti
- - - - - - 13. TEMPORARY EQUIPMENT BRIDGES SHALL BE REMOVED SLOWLY AND CAREFULLY TO MINIMIZE /`1 BOLT NOTCH LOCATIONS.STAKES SHOULD BE DRIVEN TO A MINIMUM DEPTH OF 12
SEDIMENT FALLING FROM THE BRIDGE DURING REMOVAL OPERATIONS. INCHES,WITH A MINIMUM OF 3 INCHES PROTRUDING ABOVE THE FILTREXX® k �NE.}-• ,�,,�
B' SILTSOXXTM. or R vr�l2�
INSTALL STABLE 14. NATIVE RIPARIAN SEED, AND COIR MATTING TO FORMER TEMPORARY EQUIPMENT BRIDGE PLAN VIEW rrrr
APPROACH LOCATIONS WITHIN RIPARIAN SEEDING AREAS IN ACCORDANCE WITH THE NATIVE RIPARIAN AREA TIMBER MAT MAINTENANCE 9. TIGHTLY PACKED SILT FENCE SHALL BE PLACED INTO EXPOSED LIFTING BOLT NOTCH
RAMP/TIMBER MAT SEEDING SPECIFICATIONS. 1. INSPECT EVERY 7 CALENDAR DAYS AND WITHIN 24-HOURS AFTER EACH LOCATIONS UNTIL FLUSH WITH TIMBER MAT.COVER REMAINDER OF EXPOSED LIFTING
(IF NECESSARY) RAINFALL EVENT THAT PRODUCES 1-INCH OR MORE OF PRECIPITATION IN 24 BOLT NOTCH LOCATIONS WITH GEOTEXTILE FABRIC OR APPROVED EQUIVALENT.
Q MAINTENANCE NOTES HOURS. 10. CLEARING IN WETLANDS MUST BE CONDUCTED WITH AS MINIMAL DISTURBANCE AS
w O 1. ALL SEDIMENT AND EROSION CONTROLS SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN 2. TIMBER MATS AND ALL OTHER MATERIALS SHALL BE COMPLETELY REMOVED
°C J CALENDAR DAYS AND AFTER ANY STORM EVENT OF GREATER THAN 1.0 INCHES OF PRECIPITATION PRACTICAL.WHEN USING MECHANIZED EQUIPMENT;TIMBER MATS, COMPOSITE
N 11 DURING FINAL CLEAN-UP. REMOVAL OF THIS STRUCTURE IS NOT CONTINGENT MATS, LOW-GROUND PRESSURE EQUIPMENT, OR OTHER MEASURES MUST BE UTILIZED
DURING ANY 24-HOUR PERIOD. INSPECTIONS MUST BE CONDUCTED UNTIL FINAL STABILIZATION IS UPON ESTABLISHMENT OF PERMANENT VEGETATION. TO PREVENT THE MIXING OF TOPSOIL AND SUBSOIL.
REACHED ON ALL AREAS OF THE CONSTRUCTION SITE.
PLAN VIEW 2. TEMPORARY BRIDGE WILL BE MAINTAINED IN A CONDITION THAT WILL PREVENT SEDIMENT FROM 11. GRUBBING OR BELOW GROUND VEGETATION REMOVAL SHALL BE LIMITED TO THAT
ENTERING THE SURFACE WATERS. NECESSARY FOR INSTALLATION OF TIMBER MATS FOR WORK AREA,TRENCH,AND
3. REMOVE SEDIMENT DEPOSITED ON BRIDGE AS NECESSARY. SAFETY.
3
7
O
Ln Ud
a
0 16 TEMPORARY BRIDGE
1 g SCALE: N.T.S. 7 TIMBER MATelf
Ln
0
�$ ALE: N.T. v
Z
O p
H
U 00
Z
Uj
o Z
Ln O
z U
O D
L
O
O N
LUZ
co O
U
La Of 0
DEFINITION o
A STRUCTURE DESIGNED TO CONTROL EROSION AT THE INLET OR OUTLET OF A CHANNEL OR
N CONDUIT. z U
o FLARED END LU
E p
SECTION OUTLET o OO PURPOSE
< TO PREVENT EROSION AT THE OUTLET OF A CHANNEL OR CONDUIT BY REDUCING THE VELOCITY OF LU
FLOW AND DISSIPATING THE ENERGY.O O a O O O 0 O O O o
��< CONSTRUCTION SPECIFICATIONS o
3: O O O O O 1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND
OoOoOoOoOoO GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY LLn
n
E Wp
OF THE SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE ON UNDISTURBED
Oo�Oo�Oo�O o�O Wa BE FILLED BY INCREASING THE RIPRAP THICKNESS. C)
2. TOHE RIPRAP ANIL MAY OD GRAVEL FALTER MUST CONFORM O THE SPECIFIED GRADING LIMITS SHOWN ON LU
THE PLANS.
3. NON-WOVEN GEOTEXTILE, SHALL BE A MINIMUM OF 8 OZ/SY AND MUST MEET DESIGN �2 p
REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING
INSTALLATION. REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF a O
O O NON-WOVEN GEOTEXTILE OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD OVERLAP o Z
A MINIMUM OF 1-FT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE NON-WOVEN GEOTEXTILE.
NCDOT RIPRAP
a 4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE NON-WOVEN
UNDERLAIN WITH 8 OZ/SY GEOTEXTILE.
NON-WOVEN GEOTEXTILE 5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
FOR NCDOT RIPRAP TYPE 6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY *4 O
SEE TABLE BELOW WEATHER-RESISTANT AND WELL GRADED. 0 Z
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE z
RIPRAP AT THE DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY Z a O
STRAIGHT THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IN THE 0 Q Q
UPPER SECTION OF THE APRON. U Ln w N U
Q 9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION. W[� z 2
T J � 0 � OC
MAINTENANCE W L`"„ OZ
1. INSPECT ENERGY DISSIPATER AT LEAST ONCE PER SEVEN (7) CALENDAR DAYS AND WITHIN 24 a N
8 OZ/SY NON-WOVEN GEOTEXTILE HOURS OF A RAIN EVENT GREATER THAN OR EQUAL TO 1.0-INCH IN 24 HOURS. REMOVE SEDIMENT
M AND RESTORE TO ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE W4 °~ _j Q Z
HEIGHT OF THE RIPRAP. CHECK RIPRAP, LINING, AND OUTLET AREA FOR ANY DAMAGE AND REPAIR Cn Q
o • • Engery Dissipator ° AS NECESSARY, AS SOON AS PRACTICAL. Wl ZO w U
N
Q
Size s = LU
• • ' -REFERENCE Q•. � . •
o N.C. EROSION AND SEDIMENTATION CONTROL PLANNING AND DESIGN MANUAL, 2013. U_ U
Ln
CJ�
C-1 14.2 35.8 42.0 8 24 0 O
0
C-2 16.0 25.0 38.7 8 24 ;4
C-3 2.0 13.0 2.0 8 24 z
a C-4 4.0 20.0 4.0 8 24 2
a
Z C-5 8.0 13.0 8.0 8 24
PROJECT NUMBER
AI-1 14.5 26.5 35.0 8 24
213314
UD-1 16.0 9.7 131.0 18 124
DRAWING NUMBER
(PNERGY DISSIPATER R
CALE: N.T.S. 24

W1 � �6-IN.
1.0-FT
1.0-FT.
H2
H2 3-IN. 2016 AYRSLEY TOWN BLVD.
SUITE 2-A
H 1 CHARLOTTE,NC 28273
H 1 6-I N. [phone]
ENGINEERING FIRM
LICENSE NUMBER:F-0176
1.0-FT. 6-1 N.
CHANNEL SUMMARY TABLE
8-IN. O.C. (TYP.)
AVERAGE CHANNEL
CHANNEL NOTES: • • • • • • • • • • DEPTH �6-IN. REFER TO CHART
CHANNEL • 8-IN. O.C. (TYP.) FOR BAR SIZE
1. SEE PLAN SHEETS FOR CHANNEL LOCATION. (FT REFER TO CHART
49
2. DIMENSIONING AND STABILIZATION MATTING CH-1 0.0982 2.0 2.0 2.0 2.0 Futerra 7020 FOR BAR SIZE CUVERT SUMMARY TABLE
(TYPE SPECIFIED IN TABLE OR ENGINEER
APPROVED EQUIVALENT) CH-2 0.0151 2.0 2.0 2.0 2.0 C125BN PIPE UPSTREAM
3. SEE DRAWINGS FOR CHECK DAM/SEDIMENT CH-3 0.0511 2.0 2.0 2.0 2.0 C125BN CULVERTI• PIPE CLASS • • • DOWNSTREAM INVERT PIPE SLOPE ,
TUBE LOCATION AND SPACING WITHIN
CHANNELS. CH-4 0.0357 2.0 2.0 2.0 2.0 SC150BN
CH-5 0.0220 2.0 2.0 2.0 2.0 SC150BN • -
W2 C-1 IV 1 72 154 2608.E 2596.E 0.0779
CH-6 0.0636 4.0 2.0 2.0 2.0 Futerra 7020 C-2 111 2 36 50 2560.4 2559.4 0.0200 THE QUARTZ CORP USA
CH-FR-1 0.1743 2.0 2.0 3.0 2.0 Futerra 7020 C-3 III 1 24 148 2548 2546.5 0.0101 797 ALTAPASS ROAD
SPRUCE PINE,NC 28777
CH-FR-2 0.1740 4.0 2.0 3.0 2.0 Futerra 7020 C-4 IV 1 36 110 2544 2542 0.0182 [phone]
CH-FR-3 0.0829 4.0 2.0 3.0 2.0 SC150BN C-5 III j 1 24 148 2525 2523.5 0.0101
CH-FR-4 0.0459 3.0 2.0 3.0 2.0 SC150BN �`�i► ►+�+++tr���f
CH-FR-5 0.2825 5.0 2.0 2.0 2.0 Futerra 7020 6-IN. (TYP.) HEADWALL DIMENSIONS .`��¢�N CAn�Q�
4CULVERTI .= ESSfO'
CH-AB 0.0871 1.0 2.0 2.0 2.0 Futerra 7020 C-1 , #5 5.50 9.00 5.00 9.00 15.00 4oSEAL� 9 J
X X
1 1F/,/T C-2 #5 0.00 5.67 0.00 16.00 0.00
2329
CHANNEL
l� GI . �.DEPTH GENERAL DESIGN NOTES: M
D ', l '
BOTTOM WIDT %�ftq RR
.� 1. DESIGN IN ACCORDANCE WITH (I.A.W.) NCDOT STANDARD DRAWING #838.80. `f�j /ljj 2y
i I CHANNEL MATTING 2. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS =4,000 PSI (MIN.).
3. REINFORCEMENT:
• CARBON-STEELDEFORMED BARS:ASTM A615, fy = 60 KSI (MIN.)
#5 8-IN. O.C. BOTH WAYS WITH 2-IN." MINIMUM CLEARANCE.
4. ALL EXPOSED EDGES SHALL BE CHAMFERED 3/4-IN.
6-IN. (TYP.) 5. PIPE TO BE GROUTED INTO WING WALL.
6. PRECAST WING WALL STRUCTURES SHOULD BE POSITIONED AROUND AN EXISTING PIPE OR PIPE INSERTED INTO HEAD
HEADWALL STRUCTURES SHOULD BE PLACED ON A PREPARED FOUNDATION AS SPECIFIED BY THE ENGINEER OF RECOR
7. COMPACTION OF BACK FILL MATERIALS SHALL BE AS REQUIRED BY THE ENGINEER OF RECORD.
8. 6-IN.TERMINATOR PROVIDED FOR WEEP HOLE CONNECTION, IF REQUIRED BY CONTRACT DRAWINGS OR SPECIFICATIO
LEAVE TERMINATOR SOLID IF WEEP HOLES ARE NOT REQUIRED, WEEP HOLE INVERT LOCATED AT THE INVERT PIPE.
9. VARIOUS HOLE SIZES AND SHAPES AVAILABLE BY SPECIAL ORDER ONLY.
10. SEAL ANNULAR SPACE AROUND TOE DRAIN AND DIAPHRAGM DRAIN OUTLETS WITH HYDRAULIC GROUT.
11. INSTALL AGRIDRAIN 4-IN. STAINLESS STEEL RAT GUARD AT TOE DRAIN AND DIAPHRAGM DRAIN OUTLETS. N >
0.
19 CHANNEL DESIGN 20 CULVERT DESIGN U a
1 g SCALE: NTS 19 SCALE: NTS Ln
V
3
U- U m
T-8" NOTES:
a 1. REFER TO NCDOT STANDARD DRAWING FOR FURTHER INFORMATION. z
~ 2. SEE 719-105-01 FOR DROP INLET (24X24). FOR BUILT IN PLACE CONSTRUCTION OF THE CATCH BASIN WALLS, EITHER BRICK
Q MASONRY (WALLS ONLY) OR CIP CLASS 3000 CONCRETE MAY BE USED. FOR PRECAST CONSTRUCTION, A MINIMUM CLASS OF
w ��1 4000P CONCRETE SHALL BE USED. or_
z 3. CONCRETE WALLS ARE TO BE 6-IN. THICK WITH A MINIMUM REINFORCING STEEL AREA 0.20 SQUARE INCHES PER FOOT UNLESS 11 EROSION CONTROL BLANKET-SLOPE z
NOTED. FOR BRICK, THE WALLS ARE TO BE 8-IN. THICK CONCRETE BRICK AND SIMILAR SOLID UNITS SHALL CONFORM TO THE
MUMUUMUUMU16 (OR FLEXIBLE GROWTH MEDIA) O
REQUIREMENTS OF ASTM C 55, GRADE S-11. THE INTERIOR DIMENSIONS ARE TO REMAIN AS SHOWN FOR EITHER TYPE OF ucif
z
CONSTRUCTION. CHECK DAM-COMPOST FILTER SOCK 2 O O
Q 4. THE BOTTOM SLAB OF THE BOX SHALL BE A MINIMUM OF 6-IN. THICK REINFORCED CONCRETE (CLASS 3000 OR 4000P) WITH A (TYP.) 14 ~
2'-8" REINFORCING STEEL AREA OF 0.20 SQUARE INCHES PER FOOT. WIRE MESH BE USED IN LIEU OF STEEL BARS PROVIDED A O
MINIMUM OF0.20SQUAREINCHESPERFOOTISMET. MIN.20-FT.
5. MORTAR SHALL BE TYPE S OR M. Q
E 6. REINFORCING STEEL SHALL BE ASTM A-706, LOW ALLOY STEEL DEFORMED BARS FOR CONCRETE REINFORCEMENT, GRADE 60.
WIRE MESH SHALL CONFORM TO AASHTO M 55 AND M. a
7. SEE STANDARD DRAWINGS 719-550-00 FOR STEPS, WHICH ARE REQUIRED WHEN STRUCTURE DEPTH EXCEEDS 41-6". �/��
8. LOCATION AND SIZE OF PIPES ARE SITE SPECIFIC. (SEE PLANS). THE BOTTOM OF THE CATCH BASIN IS TO BE GROUTED TO THE O
6 LOWEST FLOW LINE ELEVATION OF ALL PIPES. BOTTOM SLAB IS CAST IN PLACE WITH PIPES INSTALLED. BOTTOM SLAB THICKNESS Lu
p
1/8" GAP BETWEEN FRAME MUST BE ACHIEVED BEYOND PIPE OUTSIDE DIAMETER. CROSS-SECTION A-A' ��„
GRADE LINE OF DITCH AND GRATE ON ALL SIDES N
FRAME AND GRATE NOTES:
OR DRAIN EL. MIN.20-FT. o W
1. ALL CASTINGS SHALL CONFORM TO AASHTO M 105. CLASS 35B AND THE SPECIFICATIONS OF AASHTO M 306. o o N
(A) STEEL GRATES AND FRAME MAY BE USED IN LIEU OF CAST IRON AS LONG AS THE LOADING (NOTE 1 D) AND HYDRAULIC \ \ WETLAND/STREAM rn a
r-2 I �_l iREQUIREMENTS ARE MET AND ARE ON THE DEPARTMENT'S LIST OF APPROVED SUPPLIERS. (QUALIFIED PRODUCT LIST 45) a- Luo ����� �/ �/ �/ �/ �/ �% BUFFER N
1 4" (B) STEEL GRATES SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH AASHTO M 111. O O ��������������xx
���� �� ����
o (C) STEEL GRATES AND FRAMES SHALL BE DIMENSIONED TO BE INTERCHANGEABLE WITH EACH PIECE OF THE CAST IRON �������� Z
GRATE AND FRAME SHOWN. STEEL GRATES MUST HAVE POSITIVE MEANS TO BE RETAINED IN THE FRAME.
(D) STRENGTH REQUIREMENTS OF STEEL GRATES AND FRAMES MUST MEET AASHTO M 306. A A
1' - (E) MANUFACTURERS DESIRING TO BE PLACED ON THE DEPARTMENT'S QUALIFIED PRODUCT LIST SHOULD CONTACT THE
OPENING IN WALL VARIABLE MATERIALS AND RESEARCH ENGINEER FOR PROCEDURES.
IL
APPROXIMATELY 4-IN. DIA.
'. 2" MINIMUM 2. THE LONGEST DIMENSIONS OF THE OPENING IN THE IRON GATE SHOULD BE ORIENTED IN THE DIRECTION OF FLOW, IF
PRACTICABLE. THIS GRATE IS NOT SUITABLE FOR PEDESTRIAN TRAFFIC BECAUSE GRATE OPENINGS EXCEED '/2-IN.. p
' 3. AFTER THE FRAME IS SET IN ITS FINAL POSITION, IT IS TO BE ENCASED WITH CONCRETE AS SHOWN BY DRAWING. CHECK DAM-COMPOST FILTER SOCK r2 z
:
' ..
J
POROUS BED OF STONE 4. ALL MANUFACTURING PROCESSES FOR THE FRAME AND GRATE MUST OCCUR IN THE UNITED STATES. (TYP.) 14 1%TOWARDS DITCH Q
4 FT. LONG X 1 FT WIDE
(FOR SUBGRADE DRAIN) PRECAST NOTES: w w
,.• 1. THE USE OF PRECAST UNITS WILL NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY OF OBTAINING SATISFACTORY V�����������' V �� �� \� \\ \\ ui < V
SIKADUR COMBIFLEX INSTALLATIONS. SEE STANDARD DRAWINGS FOR PRECAST CONCRETE DRAINAGE BOX OR STRUCTURE FOR ADDITIONAL DETAILS \ z
WATERPROOF SEAL 12-IN. 4 _ AND SPECIFICATIONS. V� V� ����x�xx\�:�XX ���� UO
N WIDE (OR APPROVED GROUT 2. LIFT HOLES AND/OR DEVICES MAY BE PLACED AS NECESSARY.ALL LIFT HOLES SHALL BE GROUTED SHUT PRIOR TO COMPLETION LL N O O
EQUIVALENT) AROUND ., r OF THE INSTALLATION. ALL LIFTING METHODS MUST MEET OSHA REGULATIONS. Q� N U z
EXTERIOR JOINTS. INSTALL .• . ' 3. JOINTS BETWEEN INSTALLED PIECES AND PRECAST ITEMS TO BE PLACED SHALL BE SEALED WITH A'/2-IN. GROUT LIFT OF H N
� 'T. - �^ � ••-••T' T• y` �, CHANNEL DESIGN 19 W Q
IN ACCORDANCE WITH APPROPRIATE PLASTIC PREFORMED GASKET (FROM QUALIFIED PRODUCT LIST 13.) Q
M MANUFACTURER'S DROP INLET (TYP.) 19 Q z
N NOA BARS 12" O.C. BOTTOM EL. BO TOM OF Q
N RECOMMENDATIONS. PRECAST INSTALLATION NOTES: z C7 O
0 4'-4" ITC
N 1. BED SHALL BE PREPARED AND COMPACTED FOR PRECAST DRAINAGE STRUCTURE AS REQUIRED BY NCDOT STANDARD w U
PRECAST BOX CONFORMING W4 H J
SPECIFICATIONS FOR PRECAST ITEMS. ELEVATION OF BEDDING MATERIAL SHALL BE APPROPRIATE TO ACCOMMODATE \ \ \ W Q w
o TO STD. DRAWING SCDOT ELEVATION OF ALL PIPES AND REQUIRED BOX TOP ELEVATION. V� V� V� V� Z U I
0 719-310-00 OR 719-305-00 2. PIPES AND BOX SHALL BE BACKFILLED AND COMPACTED AS REQUIRED BY SCDOT STANDARDS SPECIFICATIONS.Ln
PLAN VIEW ("� U- ~
O
3' Mimi2
GENERAL NOTES:
1. INSTALL PERIMETER E&SC MEASURES,AS DEFINED ON PLANS, PRIOR TO INITIATING CONSTRUCTION ON ACCESS ROADS. z
2. ACCESS ROADS TO BE GRADED AS TO CREATE A 1%SLOPE TOWARDS THE DESIGNED CHANNEL AS A MEANS TO TREAT ANY SEDIMENT LADEN WATER PRIOR TO BEING DISCHARGED. z
a
a
z 2'-10''
a 3, PROJECT NUMBER
3'-8"
213314
DRAWING NUMBER
SECTION A-A'
22 MAINTENANCE ROAD DESIGN
FRONT ELEVATION @_DRO
P INLET DESIGNSCALE: NTS 1 g SCALE: NTS 19 2"/�

2016 AYRSLEY TOWN BLVD.
SUITE 2-A
CHARLOTTE,NC 28273
25 ANCHOR TRENCH 60-MIL DOUBLE-SIDED TEXTURED HDPE [phone]
GEOMEMBRANE (EXPOSED)
20 (TYP.) ENGINEERING FIRM
12 OZ/YD2 NONWOVEN LICENSE NUMBER:F-0176
6" NCDOT AGGREGATE BASE COURSE - — -��
- - - - - - - - - - - - CUSHION GEOTEXTILE
—III—III—III—III—III—III—I I I
15-FT. -II � � IlEdIIEIImiI � � ImiI
MIN. 12 INCH
24 TYPICAL LINER SYSTEM —' ' '—' ' '—' ' '—' ' '—' ' '—' ' '— COMPACTED SOIL LAYER
ELEV. 2550-FT. 20 (TYP.)
COMPACTED EMBANKMENT FILL =III=III=III=III=III=_=III=III=I — NORMAL POOL ELEV. 2548-FT. �/ MULTI-VENT STRIPS LOCATED BETWEEN GEOTEXTILE
-I I I-I I I-I I I-III-III-III-III-I I I-I I I-I I I-I _ - AND GEOMEMBRANE WHERE PRESENT
_
III=I I I=I I I=I I M I I=III=III=III=III=1 I I-- I I=III=1 I=�1 2 ,
2 _-I 1 I-I I I-I I I-I I I-I I I-I I I-
1 F-71-=III 1 I I M I M I M I M 1 I=1 I ICI! III I ��I I1J DETAIL A - FRESHWATER RESERVOIR . —
_=III IIIIIIIIIIIIIIIIIIIIIIIIII1 IIIIiI�;,I�
- I I=III=III-III-I IJJ I� THE QUARTZ CORP USA
797 ALTAPASS ROAD
-I I I-I I SPRUCE PINE,NC 28777
I�III= APPROXIMATE EXISTING GROUND SURFACE [phone]
HYDROTURFO
MIN. 12-INCH COMPACTED SOIL LAYER ``�yt►;it�i�hj�r
'( Q `
N
OVER EXCAVATION SUBGRADE 60 MIL HDPE DOUBLE-SIDED � p¢-'�tis AR
s�o
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NOTES: SEAL
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EMBANKMENT HEIGHT EXCEEDS 6 FEET. j
/Zz 6-IN. COMPACTED SUBGRADE
STRUCTURAL FILL(VARIES) Rr�trN.ez�?;j
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BEDROCK
DETAIL B - DAM
0.
23 FRESHWATER RESERVOIR TYPICAL SECTION V a
20 SCALE: NTS 24 TYPICAL LINER SYSTEM
20 SCALE: N.T.S. � 2
3
O V 00
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COMPACTED EMBANKMENT FILL ROUNDED CORNER I I " 1. CONCRETE f'c - 5,000 psi W
M IN MAX 6" LOOSE LIFTS 2-FT. I ui 2. REINFORCING STEEL, ASTM A-615-84 GRADE 60 Q a Q Z
NI 3. CONTRACTOR TO:
o I KNOCKOUT - SUPPLY AND INSTALL ALL PIPING z 0 O
SECTIONS - KNOCKOUT OPENINGS AS NEEDED AND O = J
(TYP.) GROUT IN ALL PIPES fit Q ,u
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Q PROJECT NUMBER
213314
DRAWING NUMBER
*ANCHOR TRENCH *_:AREA INLET ITH RATESCALE: NTS ALE: N.T. 20
24

2016 AYRSLEY TOWN BLVD.
SUITE 2-A
CHARLOTTE,NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER:F-0176
HYDROTURFS
60 MIL HDPE DOUBLE-SIDED
1+ TEXTURED GEOMEMBRANE
d °
91,
EXTRUSION WELD GEOMEMBRANE
a
TO EMBEDMENT STRIP ,
4' ► 2' 4' 2' 4'
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I —
PLAN VIEW
L1 p THE QUARTZ CORP USA
d 797 ALTAPASS ROAD
° ° 4 3" (MIN.) SPRUCE PINE,NC 28777
6" CONCRETE [phone]
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STRIP (TYP.) d
4 p �REeaararj`
p¢ Essip��y
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60 MIL HDPE DOUBLE-SIDED (TYP.) 21� 9„ ( )
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TEXTURED GEOMEMBRANE ���►
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213314
DRAWING NUMBER
29 CUTOFF WALL 30 BATTEN BAR
21 SCALE: N.T.S.
21 : N.T.S. 21 24

PRECAST CONCRETE INTAKE MANHOLE (4000 PSI)
a
24 TYPICAL LINER SYSTEM
20 (TYP.) 2016 AYRSLEY TOWN BLVD.
60 MIL HDPE DOUBLE-SIDED
TEXTURED GEOMEMBRANE a SUITE 2-A
CHARLOTTE,NC 28273
STAINLESS STEEL MECHANICAL CLAMP [phone]
MIN. 12-INCH COMPACTED SOIL LAYER HYDROTURFO
OVER EXCAVATION SUBGRADE EXTRUSION WELD PIPE ENGINEERING FIRM
12-IN. d LICENSE NUMBER:F-0176
BOOT TO GEOMEMBRANE HDPE OUTLET
LETET PIPE PIPE ° 4
° � d
EXTRUSION WELD
�/ + + GEOMEMBRANE TO PIPE a
d d
ad
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STONE - -
2.5-FT. MIN. - -
6-FT. (MIN.) - I I I I I I I I - - EXTRUSION WELD PIPE d a —
II I I I I I I I I I I BOOT TO GEOMEMBRANE THE QUARTZ CORP USA
797 ALTAPASS ROAD
I I I ° d a SPRUCE PINE,NC 28777
2-FT. MIN. I_ I I �- —�
I I I I I II a [phone]
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IIIIIII CA%��•�,,
I I III—III —_ �. �...
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24-IN. HDPE DUAL WALL
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o BOOT PERIMETER Q
W w
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0
PIPE BOOT O
z
STAINLESS STEEL BAND CLAMP (2) z
a FRONT VIEW
a
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Q PROJECT NUMBER
213314
rDRAWING NUMBER
33 PIPE BOOT
22 SCALE: N.T.S.
22 24

DAM DEWATERING
LINES (2 X 12-IN.)
EXISTING DISTRIBUTION
BARREL
EXISTING GRASSY
CREEK DAM CLEAN BOTTOM OF RIVER, REMOVE
DEBRIS AND SHARP OBJECTS THAT
COULD PUNCTURE THE 2016 AYRSLEY TOWN BLVD.
GEOSYNTHETIC TUBE
SUITE 2-A
CHARLOTTE,NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER:F-0176
GT500 TU B E/G P8/60/1 00
II
II
8-IN. FILL
PORTS
0 THE QUARTZ CORP USA
U-jJ I I 797 ALTAPASS ROAD
SPRUCE PINE,NC 28777
LL-
w—� — F [phone]
71
o 8-FT. CA
LOOPS AT I I
12 4
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¢''srEssi"
SEAL''lam
-IN. DIA. HDPE SDR-17 OUTFLOW S:mo �y9 y
14.3-FT. SPACING I PIPE 1 - TO FRESHWATER RESERVOIR
PUMP STATION = _
Q42329 =
Nam`-.4rGlNE '
METAL RODS RUNNING THROUGH.THE 12-IN. DIA. HDPE SDR-17 OUTFLOW
LOOPS FROM SIDE TO SIDE OF THE RIVER O S S �'' ►rrr }� 7�
PERFORATED RISER Z
PIPE 2 -TO FRESHWATER
SHOULD BE USED DURING THE FILLING RESERVOIR PUMP STATION
PROCESS
100-FT.
GRASSY CREEK
Q d
GENERAL NOTES MANUFACTURED STEEL I I a
a
1. USE TWO 800 GAL/MIN. PUMPS TO ACCESS GRATE (EMBED
FILL THE TUBE WITH SAND. 2-IN. INTO CONCRETE) 1.33'
d� Ln >
U a
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1' � _
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LL 2.83' m 2.67' 2.83' 2-IN. STEEL GRATE m
o a
0.5' � SUPPORT BAR
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w O
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DIRECTION 11 ROWS OF PERFORATION) — u
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EXISTING DISTRIBUTION A o a N A' Ln
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Q PROJECT NUMBER
213314
DRAWING NUMBER
34 GEOSYNTHETIC TUBE VESERVOIR INTAKE STRUCTURE - PLAN VIEW
SCALE: N.T.S.
ALE: N.T.S. 23 24

2016 AYRSLEY TOWN BLVD.
MANUFACTURED STEEL ACCESS GRATE SUITE 2-A
ACCESS GRATE (EMBED SUPPORT BEAM CHARLOTTE,NC 28273
2-IN. INTO CONCRETE) LINK NUT FOR KEY CONNECTION (TYP.) [phone]
ENGINEERING FIRM
LICENSE NUMBER:F-0176
Q
4
VALVE STEM EXTENSION
I
a
THE QUARTZ CORP USA
d 4 797 ALTAPASS ROAD
SPRUCE PINE,NC 28777
[phone]
a
p aFEss�o•.!y�:
Q SEAL
Q42329 _
12-IN. DIA. HDPE END CAP C! ��, �,
STEM EXTENSION
SUPPORT BRACKET (TYP.) 1' �!�'l�'�R
12-IN. DIA. HDPE SDR 17 J' " r��2y
VERTICAL PERFORATED PIPE a
a
4
3-IN. DIA. PERFORATIONS AT 3-IN. O.C.
11 ROWS OF PERFORATIONS STAINLESS STEEL PIPE
a
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6-IN. DIA. HDPE a � _
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PERFORATED a 4
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Q PROJECT NUMBER
213314
DRAWING NUMBER
35B RESERVOIR INTAKE STRUCTURE - SIDE VIEW 35C PROPOSED INFLOW RISER- SIDE VIEW
24 SCALE: N.T.S. 24 SCALE: N.T.S. 24 214J

Appendix IV - Reclamation Bond

Original Bond

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
Land Quality Section Bond No. 8192-48-57
Bond Pursuant to "The Mining Act of 1971"
(G.S . 74-46 through G. S . 74-68)
KNOW ALL MEN BY THESE PRESENTS, That
K T Feldspar Corporation, Highway 226, North- Spruce Ping, W-
a Corporation and having its principal
office at IMMS, 100 Mansell Rd., Rosrwel1, GA 30076
in the State of Georgia as principal, and
Federal Insurance Gom uny a
corporation organized under the laws of the State of Indiana
and duly authorized by the Insurance Commissioner of North Carolina to
do business in North Carolina, with an office located at 2105 Water Ridge
Parkway, 4th Floor , in the City Of Charlotte, NC 28217
North Carolina, as surety, are held and firmly bound unto the State of
North Carolina in the sum of Five Hundred Thousand-- Bond No. 5000,000.00
lawful money of the United States of America, to the payment of which
will and truly be made, we bind ourselves, our heirs, administrators and
successors jointly and severally, firmly by these presents .
Signed, sealed and delivered this 11th day of March
� 2W4 .
THE CONDITIONS OF THIS BOND ARE SUCH, That Whereas, the said
K-T Feldspar Corporation
conducts or will conduct mining operations in North Carolina as
described in the application for an operating permit which includes a
Reclamation Plan as provided in G.S. 74-53 and has obtained approval of
this application on the llth day of March A/92004

from the Department of Environment and Natural Resources.
NOW THEREFORE, if the said
K T Feldspar Corporation shall
comply with the requirements set forth in "The Mining Act of 1971" (G.S.
74-46 through 74-68) and with the rules and regulations adopted pursuant
thereto and faithfully perform all obligations under his approved
Reclamation Plan then this obligation shall be null and void; otherwise
to be and remain in full force and effect until released by the
Department of Environment and Natural Resources in accordance with G.S
74-56 or canceled by the surety_ Cancellation by the surety shall be
effectuated only upon 60 days written notice thereof to the Department
of Environment and Natural Resources and the operator as provided in
G.S. 74-54.
ATTEST:
K-T Feldspar Corporation
Secretary or Principal
Assistant Secretary
( Attach ) By
( Corporate Seal ) President, vice President,
(here of Corporation) Partners, or Owner
Federal Insurance Company
Surety
Countersigned at Not applicable North Carolina
not applicable By 6 .
Resident Agent of N C. Acq{ent d Attorney in Fact
(Faye 8V Wheeler, Attorney-in-fact)
*PLEASE MAIL THIS FORM AND THE ATTACHED INSTRUMENT
TO THE FOLLOWING ADDRESS:
LAND QUALITY SECTION
P. 0. BOX 27687
RALEIGH, NC 27611
Page 2 of 2

This Notice pertains to tha thawing Surety Bond issued by a member insure of the Chubb Group of
Insurance Companies, Including Federal insurance Company,Vigilant Insurance Company and
Pacific Indemnity Company.
Bond Number. $ 9 9~ y f—�5
POLICYHOLDER DISCLOSURE NOTICE
TERRORISM RISK.INSURANCE ACT OF 2002
You are hereby notified that pursuant to the Terrorism Risk Insurance Act of 2002 (the
"Act') effective November 26, 2002, we are making available to you coverage for losses
arising out of certain acts of international terrorism. Terrorism is defined as any act
certified by the Secretary of the Treasury, in concurrence with the Secretary of State and
the Attorney General of the United States, to be an act of terrorism; to be a violent act or
an act that is dangerous to"human life, property or infiastructure; to have resulted in
damage within.the United States, or outside the United States in the case of an air carrier
or vessel or the premises.of a United States Mission; and to have been committed by an
individual or individuals acting on behalf of any foreign person or foreign interest, as part
of an effort to coerce the civilian population of the United States or to influence the
policy or affect the conduct of the United States Government by coercion. Coverage for
acts of terrorism is already included in the captioned Surety Bond.
You should know that, effective November 26, 2002, any losses caused by acts of
terrorism covered by.your Surety Bond will be partially reimbursed by the United States
under the formula set forth in the Act. Under this formula, the United States of America
pays 90% of covered terrorism losses that exceed the statutorily established deductible to
be paid by the insurance company providing the coverage. The.portion of your premium
that is attributable to coverage for such acts of terrorism is zero, because we could not
distinguish (and separately charge for) acts of terrorism from other causes of loss when
we calculated your premium.
If you have any questions about this notice,please contact your agent or broker.
ct-tuef~3

Chubb POWER Federal Insurance Company Attn: Surety Department
IL -A OF Vigilant Insurance Company 15 Mountain View Road
S[1mty ATTORNEY Pacific Indemnity Company Warren,NJ 07059
Know All by These Presents,That FEDERAL INSURANCE COMPANY,an Indiana corporation,VIGILANT INSURANCE COMPANY,a New York corporation,
and PACIFIC INDEMNITY COMPANY,a Wisconsin corporation,do each hereby constitute and appoint William G. Moody,
Faye B. Wheeler and John D. Pollack, Jr. of Atlanta, Georgia---------------
each as their true and lawful Attorney-in-Fact to execute under such designation in their names and to affix their corporate seals to and deliver for and on
their behalf as surety thereon or otherwise,bonds and undertakings and other writings obligatory in' ie nature thereof(other than bail bonds) given or
executed in the course of business,and any instruments amending or altering the same,and consents the modification or alteration of any instrument
referred to in said bonds or obligations.
In Witness Whereof,said FEDERAL INSURANCE COMPANY,VIGILANT INSURANCE COMPANY,and PACIFIC INDEMNITY COMPANY have each
executed and attested these presents and affixed their corporate seals on this 21 st day of January, 2004
4annetfi C.Wendel,Assistant Secretary Fra k E.Robertson,Vic President
STATE OF NEW JERSEY
ss.
County of Somerset
on this 21 S t day of January, 2004 before me,a Notary Public of New Jersey,personally came Kenneth C.Wendel,to me known
to be Assistant Secretary of FEDERAL INSURANCE COMPANY,VIGILANT INSURANCE COMPANY,and PACIFIC INDEMNITY COMPANY,the companies which executed the
foregoing Power of Attorney,and the said Kenneth C.Wendel being by me duty swom,did depose and say that he is Assistant Secretary of FEDERAL INSURANCE COMPANY,
VIGILANT INSURANCE COMPANY,and PACIFIC INDEMNITY COMPANY and knows the corporate seals thereof,that the seats afibced to the foregoing Power of Attorney are
such corporate seals and were thereto affixed by authority of the By-Laws of said Companies;and that he signed said Power of Attomey as Assistant Secretary of said Companies
by Ike authority and that he is acquainted with Frank E.Robertson,and(mows him to be Vice President of said Companies;and that the signature of Frank E.Robertson,
subscribed to ofAttomey is in the genuine handwriting of Frank E.Robertson,and was thereto subscribed by authority of said By-Laws and in deponents presence.
P Notarial Rig, Karen A. Price
¢NQI NIRY Notary Public State of New Jersey �1
P C No. 2231647 QfA ��
w s Commission Roires Oct 2V. 04 Notary Public
CERTiFICA71ON
Extract from the By-Laws of FEDERAL INSURANCE COMPANY,VIGILANT INSURANCE COMPANY,and PACIFIC INDEMNITY COMPANY;
`AO powers of attorney for and on behaff of the Company may and shall be executed in the name and on behalf of the Company, either by the
Chairman or the President or a Vice President or an Assistant Vice President,jointly with the Secretary or an Assistant Secretary, under their
respective designations. The signature of such officers may be engraved,printed or lithographed. The signature of each of the following officers:
Chairman.President,any lie President,any Assistant Vice President,any Secretary,any Assistant Secretary and the seal of the Company may
be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Assistant Secretaries or Attomeys-in-Fact for
purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such power of
attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so
executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company with respect to any bond or
undertaking to which it Is attached.'
I,Kenneth C.Wendel,Assistant Secretary of FEDERAL INSURANCE COMPANY,VIGILANT INSURANCE COMPANY,and PACIFIC INDEMNITY COMPANY
(the`Companies'do hereby certify that
(1) the foregoing extract of the By-Laws of the Companies is true and correct,
(if) the Companies are duly licensed and authorized to transact surety business in all 5o of the United States of America and the District of
Columbia and are authorized by the U.S.Treasury Department;further, Federal and Vigilant are licensed in Puerto Rico and the U. S.
Virgin Islands,and Federal is licensed in American Samoa,Guam,and each of the Provinces of Canada except Prince Edward Island;and
(If) the foregoing Power of Attomey 1s true,correct and in full force and effect.
Given under my hand and seals of said Companies at Warren, NJ this day of y tittiL eat 1
3�,eUf;MrC'�'L `�Du�,t ti�5u SFr
o ���
W �
DIANt' y7SC Epy Y0 r 1 � /y
Kenneth C.Wendel,Assistant Secretary
IN THE EVENT YOU WISH TO NOTIFY US OF A CLAIM, VERIFY THE AUTHENTICITY OF THIS BOND OR

Rider for Name Change to The Quartz Corp USA

luCHUBB GROUP OF INSURANCE COMPANIES
CHLJBB 15 Mountain View Road, PO Box 1615, Warren. New Jersey 07061-161^.
FEDERAL INSURANCE COMPANY
RIDER to be attached to and form a part of
Bond No.81924857 wherein
K-T FELDSPAR CORPORATION
is named as Principal and FEDERAL INSURANCE COMPANY
AS SURETY, in favor of
ntheuRf$5000000iamonnto , 0
effective 3/11/2004
IT IS HEREBY STIPULATED AND AGREED THAT said bond is hereby amended as follows:
The name of the principal in said bond is changed from
K-T FELDSPAR CORPORATION TO THE QUARTZ CORP USA
and that the Principal hereby binds itself, its successors and assigns, as Principal and FEDERAL IN-
SURANCE COMPANY hereby binds itself, its successors and assigns, as Surety, in accordance wfth
the terms, provisions and conditions of said bond as so amended.
IN WITNESS WHEREOF, the said Principal and Surety have caused this Rider to be duly signed and
their respective seals to be hereunto affixed this 7th day of January, 2013
Accepted:
THE QUARTZ P USA
By: ,
BY
FEDE AL INSURANQ O PANY
BY
Debra A. Deming Attorney-in-F t
l
Form 15-02-0073(Rw.9-84) MIFED
U.A

Chubb POWER Federal Insurance Company Attn: Surety Department
OF Vigilant Insurance Company 15 Mountain View Road
cE--iuee Surety ATTORNEY Pacific Indemnity Company Warren, NJ 07059
Know All by These Presents, That FEDERAL INSURANCE COMPANY, an Indiana corporation, VIGILANT INSURANCE
COMPANY, a New York corporation, and PACIFIC INDEMNITY COMPANY, a Wisconsin corporation, do each hereby constitute and
appoint Vivian Carti, Debra A. Deming, Sandra Diaz, Evangelina L. Dominick, Cynthia Farrell, Jessica lannotta,
Annette Leuschner, Robert P. McDonough, Glenn Pelletiere, Sonia Rogers, Valorie Spates and Mekeeva
Summerford of New York, New York---------------------------------------------------------------------------------------------------
each as their true and lawful Attorney-in-Fact to execute under such designation in their names and to affix their corporate seals to and deliver for and on their behalf as surety
thereon or otherwise,bonds and undertakings and other writings obligatory in the nature thereof(other than bail bonds)given or executed in the course of business,and any
instruments amending or altering the same,and consents to the modification or alteration of any instrument referred to in said bonds or obligations.
In Witness Whereof,said FEDERAL INSURANCE COMPANY,VIGILANT INSURANCE COMPANY,and PACIFIC INDEMNITY COMPANY have each executed and attested
these presents and affixed their corporate seals on this 11 th day of February, 2011.
Kenneth C.Wendel,Assis ant Secretary 4. Dav' orris,Jr.,Vice Preside
STATE OF NEW JERSEY
County of Somerset SS.
On this 11 th day of February, 2011 before me,a Notary Public of New Jersey,personally came Kenneth C.Wendel,to me
known to be Assistant Secretary of FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY,and PACIFIC INDEMNITY COMPANY, the companies which
executed the foregoing Power of Attorney, and the said Kenneth C. Wendel, being by me duly sworn, did depose and say that he is Assistant Secretary of FEDERAL
INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY and knows the corporate seals thereof, that the seals affixed to the
foregoing Power of Attorney are such corporate seals and were thereto affixed by authority of the By-Laws of said Companies;and that he signed said Power of Attorney as
Assistant Secretary of said Companies by like authority;and that he is acquainted with David B.Norris,Jr.,and knows him to be Vice President of said Companies;and that the
signature of David B.Norris,Jr.,subscribed to said Power of Attorney is in the genuine handwriting of David B.Norris,Jr.,and was thereto subscribed by authority of said By-
Laws and in deponen s presence.
Notanal Seal Q��� �F! KATHERINE J. ADELAAR
z�OTW�Y �y NOTARY PUBUC OF NEW JFkSF) % /r
FU9� g�// Commission 6cplree July lb,2O14
t � �� Notary Public
CERTIFICATION
Extract from the By-Laws of FEDERAL INSURANCE COMPANY,VIGILANT INSURANCE COMPANY,and PACIFIC INDEMNITY COMPANY:
'All powers of attorney for and on behalf of the Company may and shall be executed in the name and on behalf of the Company,either by the Chairman or the
President or a Vice President or an Assistant Vice President,jointly with the Secretary or an Assistant Secretary, under their respective designations. The
signature of such officers may be engraved,printed or lithographed.The signature of each of the following officers.Chairman,President,any Vice President,any
Assistant Vice President,any Secretary, any Assistant Secretary and the seal of the Company may be affixed by facsimile to any power of attorney or to any
certificate relating thereto appointing Assistant Secretaries or Attorneys-in-Fact for purposes only of executing and attesting bonds and undertakings and other
writings obligatory in the nature thereof,and any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding
upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company
with respect to any bond or undertaking to which it is attached."
I,Kenneth C.Wendel,Assistant Secretary of FEDERAL INSURANCE COMPANY,VIGILANT INSURANCE COMPANY,and PACIFIC INDEMNITY COMPANY
(the"Companies")do hereby certify that
(i) the foregoing extract of the By-Laws of the Companies is true and correct,
(ii) the Companies are duly licensed and authorized to transact surety business in all 50 of the United States of America and the District of Columbia and are
authorized by the U.S.Treasury Department;further,Federal and Vigilant are licensed in Puerto Rico and the U.S.Virgin Islands,and Federal is licensed in
American Samoa,Guam,and each of the Provinces of Canada except Prince Edward Island;and
(iii) the foregoing Power of Attorney is true,correct and in full force and effect.
Given undeeAr my hand and seals of said Companies at Warren,NJ this 7tr�k day
/ O /`.�{�0HJ4fo�
1I� L a
AIDtANP �y,t�`� M1'EW YOP!-
Kenneth C.Wendel,Assistant Secretary
IN THE EVENT YOU WISH TO NOTIFY US OF A CLAIM,VERIFY THE AUTHENTICITY OF THIS BOND OR NOTIFY US OF ANY OTHER
MATTER, PLEASE CONTACT US AT ADDRESS LISTED ABOVE.OR BY Telephone[phone] Fax[phone]
e-mail: [e-mail]
Form 15-10-0225B-U (Ed.5-03) CONSENT

FEDERAL INSURANCE COMPANY
STATEMENT OF ASSETS, LIABILITIES AND SURPLUS TO POLICYHOLDERS
Statutory Basis
DECEMBER 31,2011
(in thousands of dollars)
LIABILITIES
AND
ASSETS SURPLUS TO POLICYHOLDERS
Cash and Short Term Investments................ $ 151,942 Outstanding Losses and Loss Expenses..... $ 12,300,432
United States Government,State and Unearned Premiums..................................... 3,395,082
Municipal Bonds......................................... 10,312,572 Ceded Reinsurance Premiums Payable....... 320,332
Other Bonds.................................................. 4,146,378 Provision for Reinsurance............................ 80,930
Stocks........................................................... 779,367 Other Liabilities............................................. 922,290
Other Invested Assets................................... 1,924,895
TOTAL INVESTMENTS............................... 17,315,154 TOTAL LIABILITIES.................................... 17,019,066
Investments in Affiliates: Special Surplus Funds................................. 222,832
Chubb Investment Holdings, Inc................ 3,212,072 Capital Stock................................................ 20,980
Pacific Indemnity Company........................ 2,440,763 Paid-In Surplus............................................. 3,106,808
Chubb Insurance Investment Holdings Ltd.... 1,237,556 Unassigned Funds....................................... 10,356,926
Executive Risk Indemnity Inc...................... 1,076,901
CC Canada Holdings Ltd............................ 747,660
Great Northern Insurance Company.......... 436,665 SURPLUS TO POLICYHOLDERS.............. 13,707,546
Chubb Insurance Company of Australia Limited 404,315
Chubb European Investment Holdings SLP.. 251,756
Vigilant Insurance Company....................... 233,604
Other Affiliates............................................ 409,535
Premiums Receivable................................... 1,470,010
Other Assets................................................. 1,490,621 TOTAL LIABILITIES AND SURPLUS
TO POLICYHOLDERS............................. $ 30,726,612
TOTAL ADMITTED ASSETS...................... $ 30,726,612
Investments are valued in accordance with requirements of the National Association of Insurance Commissioners.
Investments with a carrying value of$431,309,571 are deposited with government authorities as required by law.
State,County&City of New York, — ss:
Yvonne Baker,Assistant Secretary of the Federal Insurance Company
being duly sworn,deposes and says that the foregoing Statement of Assets, Liabilities and Surplus to Policyholders of said
Federal Insurance Company on December 31,2011 is true and correct and is a true abstract of the Annual Statement of said
Company as filed with the Secretary of the Treasury of the United States for the 12 months ending December 31,2011.
Subscribed and sworn to before me
this March 31,2012
20,1 13a-Z, DOROTHY M.BAKER Assistant Secretary
Notary Public,State of New York
Notary Public No.31-4904994
Qualified in New York County
Commission Expires Sept. 14,2013
Form 15-10-0313A(Rev.3/12)

Rider for Increase in Bond Amount to One Million Dollars

BOND NO.81924857
RIDER
To be attached to and form a part of Bond No. 81924857
executed by THE QUARTZ CORP USA as Principal
and by FEDERAL INSURANCE COMPANY as Surety,
in favor of STATE OF NORTH CAROLINA -
and effective as of March 11, 2004
In consideration of the mutual agreements herein contained the Principal and the Surety hereby consent to
changing Penal Sum of Bond:
FROM: Five Hundred Thousand and No/100-----($500,000.00)
TO: One Million and No/100-----($1,000,000.00)
Nothing herein contained shall vary, alter or extend any provision or condition of this bond except as herein
expressly stated. This rider is effective on the 22nd day of August 2019
Signed and sealed this 18th day of September 2019
THE QUARTZ CORP USA
Principal
BY:
FEDERAL INSURANCE COMPANY
Surety
BY:
Debra A. Deming Attorney-in-Fact

Appendix V - Scoping Letters and Responses

North Carolina Division of Water Resources (NCDWR) — Scoping Letter

III =
August 22, 2022
North Carolina Department of Environmental Quality
Division of Water Resources
Asheville Regional Office Water Quality Regional Operations Section
2090 U.S. Highway 70
Swannanoa, North Carolina 28778
Attention: Mitchell Anderson
Environmental Specialist
[e-mail]
Reference: Request for Comments
Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Dear Mr.Anderson,
On behalf of The Quartz Corp USA, S&ME, Inc. (S&ME) is currently seeking information necessary for
completion of a preliminary environmental review of the proposed Freshwater Reservoir and Emergency
Basin Project at The Quartz Corp USA facility in Spruce Pine, Mitchell County, North Carolina. Please
accept this letter as a request for comments from the North Carolina Division of Water Resources
(NCDWR) regarding this project.
Project Description
S&ME is assisting the Quartz Corp USA (Quartz Corp) with desgin and permitting of a new freshwater
reservoir, an emergency basin and laydown area at their existing facility in Spruce Pine, North Carolina.
Land use at the project area consists of mining activities and wooded areas. The existing Quartz Corp
production facility is located northeast of the project review area. The emergency basin is proposed for a
developed area west of the production facility, and the freshwater reservoir is proposed for a wooded
area south of the production facility. Land use in the vicinity of the project area consists of commercial
development, wooded areas, institutional development, and scattered residential development.
It is anticipated that impacts to jurisdictional waters will occur and a permit from the United States Army
Corps of Engineers (USACE) and subsequent Water Quality Certification (WQC) from the NCDWR will be
necessary. We anticipate that the project can be authorized under Nationwide Permit (NWP) No.44
(Mining Activities) through the USACE Asheville Regulatory Field Office and North Carolina's WQC General
Certification (GC) No.4267. This letter serves as initial consultation to provide written comments
regarding the interests of your agency in this project.
1

•
Request for Comments
I
I Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Closing
Thank you for your assistance with this project.We look forward to receiving your comments. If you have
questions or need additional information please contact Rebeckah Sims, PWS with S&ME by e-mail at
[e-mail] or by phone at 803.924.4152, at your convenience.
Sincerely,
S&ME
A .
Rebeckah Sims, PWS
Natural Resources Professional II
Enclosures
Site Vicinity Exhibit (Figure 1)
USGS Topographic Exhibit (Figure 2)
Soils Exhibit (Figure 3)
Aerial Orthoimagery Exhibit (Figure 4)
2

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e
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4yb a
0 2,000 4,000
SI„n
s (FEET) Dery�a �� -gl 6 7
REFERENCE: LEGEND
i GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL i
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE 2 �� REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE. "
0
SCALE: FIGURE NO.
SITE VICINITY EXHIBIT 1 " = 2,000 '
DATE:
ill E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 1
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

Z 0C�`1i
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To. n Hall �. .roe Ri�'�"
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P
9
a MOUNTA 4p:uREL C1R --
V
v _ ,
e 0 1,000 2,000 `* I
s (FEET) Silv�,<a'
REFERENCE: LEGEND
a GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE ^N,. REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE.
0
SCALE: FIGURE NO.
USGS TOPOGRAPHIC EXHIBIT 1 " = 1,000 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 2
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

�
. D
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0
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9 ,poc QD �
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F LEGEND
REVIEW AREAS
c ROADS
z _BdA:Bandana sandy loam,0 to 3 percent slopes,occasionally flooded
_BmA:Biltmore sand,0 to 3 percent slopes,frequently flooded
a � 2 _CeE:Chan dler-M icavil le complex,30 to 50 percent slopes,stony
CeF:Chandler-Micaville complex,50 to 95 percent slopes,stony
Q . D
EcD:Evard-Cowee complex,central mountain,15 to 30 percent slopes,stony
a �Q _RoA:Rosman fine sandy loam,0 to 3 percent slopes,occasionally flooded
BdA
_SaB:Saunook silt loam,2 to 8 percent slopes
HENRY` x� _ScC:Saunook silt loam,8 to 15 percent slopes,stony
_SclD:Saunook-Thunder complex,15 to 30 percent slopes,stony
0 - 500 1,000 Ud:Udorthents,loamy
o N
d N -Un:Udorthents,loamy,stony
(FEET)
Ur:Urban land
w REFERENCE: 0 W:Water
GIS BASE LAYERS WERE OBTAINED FROM ESRI,COUNTY SOURCES,AND USDA-NRCS. THIS
z -WgC:Watauga sandy loam,8 to 15 percent slopes,stony
d MAP IS FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE -WgD:Watauga sandy loam,15 to 30 percent slopes,stony
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED
OTHERWISE. WgE:Watauga sandy loam,30 to 50 percent slopes,stony
0
SCALE: FIGURE NO.
SOILS EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 3
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

Yp
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w REFERENCE: Q
GIS BASE LAYERS WERE OBTAINED FROM ESRI AND COUNTY SOURCES. THIS MAP IS FOR
z LEGEND
a INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE OREVIEW AREAS
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED CARTERS RIDGE RD ROADS
OTHERWISE.
6
SCALE: FIGURE NO.
AERIAL ORTHOIMAGERY EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 4
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

North Carolina State Historic Preservation Office (SHPO) - Scoping Letter

III =
August 23, 2022
North Carolina State Historic Preservation Office
4617 Mail Service Center
Raleigh, North Carolina 27699-4617
Attention: Renee Gledhill-Earley
Environmental Review Coordinator
[e-mail]
Reference: Section 106 Review— Request for Comments
Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Dear Ms. Gledhill-Earley,
On behalf of The Quartz Corp USA, S&ME, Inc. (S&ME) is currently seeking information necessary for the
completion of a preliminary environmental review for the proposed Freshwater Reservoir and Emergency
Basin project at The Quartz Corp USA Spruce Pine facility, Mitchell County, North Carolina. Please accept
this letter as a request for comments from the North Carolina State Historic Preservation Office (NCSHPO)
regarding this project.
Project Description
S&ME is assisting the Quartz Corp USA (Quartz Corp) with desgin and permitting of a new freshwater
reservoir, an emergency basin and laydown area at their existing facility in Spruce Pine, North Carolina.
Land use at the project area consists of mining activities and wooded areas. The existing Quartz Corp
production facility is located northeast of the project review area. The emergency basin is proposed for a
developed area west of the production facility, and the freshwater reservoir is proposed for a wooded
area south of the production facility. Land use in the vicinity of the project area consists of commercial
development, wooded areas, institutional development, and scattered residential development.
It is anticipated that impacts to jurisdictional waters will occur and a permit from the United States Army
Corps of Engineers (USACE) and subsequent Water Quality Certification (WQC) from the NCDWR will be
necessary. We anticipate that the project can be authorized under Nationwide Permit (NWP) No.44
(Mining Activities) through the USACE Asheville Regulatory Field Office and North Carolina's WQC General
Certification (GC) No.4267. This letter serves as initial consultation to provide written comments
regarding the interests of your agency in this project.
1

•
Section 106 Review - Request for Comments
III Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Closing
Thank you for your assistance with this project.We look forward to receiving your comments. If you have
questions or need additional information please contact Rebeckah Sims, PWS with S&ME by e-mail at
[e-mail] or by phone at 803-924-4152, at your convenience.
Sincerely,
S&ME
Rwhkc�-A-�
Rebeckah Sims, PWS
Natural Resources Professional II
Enclosures
Site Vicinity Exhibit (Figure 1)
USGS Topographic Exhibit (Figure 2)
Soils Exhibit (Figure 3)
Aerial Orthoimagery Exhibit (Figure 4)
2

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pF Ul II14_ U -..
aa Ssm R d
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REFERENCE: LEGEND
i GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL i
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE 2 �� REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE. "
0
SCALE: FIGURE NO.
SITE VICINITY EXHIBIT 1 " = 2,000 '
DATE:
ill E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 1
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

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REFERENCE: LEGEND
a GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE ^N,. REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE.
0
SCALE: FIGURE NO.
USGS TOPOGRAPHIC EXHIBIT 1 " = 1,000 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 2
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

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c ROADS
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_BmA:Biltmore sand,0 to 3 percent slopes,frequently flooded
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CeF:Chandler-Micaville complex,50 to 95 percent slopes,stony
Q . D
EcD:Evard-Cowee complex,central mountain,15 to 30 percent slopes,stony
a �Q _RoA:Rosman fine sandy loam,0 to 3 percent slopes,occasionally flooded
BdA
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_SclD:Saunook-Thunder complex,15 to 30 percent slopes,stony
0 - 500 1,000 Ud:Udorthents,loamy
o N
d N -Un:Udorthents,loamy,stony
(FEET)
Ur:Urban land
w REFERENCE: 0 W:Water
GIS BASE LAYERS WERE OBTAINED FROM ESRI,COUNTY SOURCES,AND USDA-NRCS. THIS
z -WgC:Watauga sandy loam,8 to 15 percent slopes,stony
d MAP IS FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE -WgD:Watauga sandy loam,15 to 30 percent slopes,stony
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED
OTHERWISE. WgE:Watauga sandy loam,30 to 50 percent slopes,stony
0
SCALE: FIGURE NO.
SOILS EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 3
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

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w REFERENCE: Q
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z LEGEND
a INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE OREVIEW AREAS
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED CARTERS RIDGE RD ROADS
OTHERWISE.
6
SCALE: FIGURE NO.
AERIAL ORTHOIMAGERY EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 4
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

North Carolina State Historic Preservation Office (SHPO) - Response

-
QUgM M^'
North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M.Bartos,Administrator
Governor Roy Cooper Office of Archives and History
Secretary D.Reid Wilson Deputy Secretary,Darin J.Waters,Ph.D.
September 9, 2022
Rebeckah Sims rsimsksmeinc.com
S&ME
2016 Ayrsley Town Boulevard, Suite 2-A
Charlotte,NC 28273
Re: Construct Freshwater Reservoir, Emergency Basin and Lay Down Area, Mitchell County,
ER 22-2110
Dear Ms. Sims:
Thank you for your letter of August 23, 2022, regarding the above-referenced undertaking. We have
reviewed the submission and offer the following comments:
The area of potential effects (APE) for the proposed undertaking between the North Toe River and Grassy
Creek is in an area with a high potential for cultural resources that has not been systematically surveyed
before. We recommend a comprehensive archaeological survey be conducted prior to the initiation of any
ground disturbing activities in portions of the APE with 25% or less slope. Pedestrian reconnaissance
should also be conducted in steeper areas to record any potential rock shelters or historic quarry sites.
The purpose of the survey is to identify any archaeological sites and to make recommendations regarding
their eligibility for listing in the National Register of Historic Places (NRHP). The survey should be
conducted by an experienced archaeologist who meets the Secretary of the Interior Professional
Qualifications. A list of archaeological consultants, who have conducted or expressed an interest in
contract work in North Carolina is available at https:Harchaeology.ncdcr.gov/archaeological-consultant-list.
The archaeologists listed, or any other experienced archaeologist, may be contracted to conduct the
recommended survey. Our office requests that your consultant meet with the Office of State
Archaeology Review Archaeologist to discuss appropriate field methodologies prior to the field
investigation.
One paper copy and one digital copy(PDF) of all resulting archaeological reports, as well as a digital copy
(PDF) of the North Carolina Site Form for each site recorded, should be forwarded to the Office of State
Archaeology(OSA)through this office for review and comment, as soon as they are available and in
advance of any construction activities. OSA's Archaeological Standards and Guidelines for Background
Research, Field Methodologies, Technical Reports, and Curation can be found online at:
hLtps:Harchaeology.ncdcr.gov/osa-guidelines.
Location:109 East Jones Street,Raleigh NC 27601 Mailing Address:4617 Mail Service Center,Raleigh NC 27699-4617 Telephone/Fax:[phone]-6898

ER 22-2110,September 09,Page 2 of 2
We have determined that the project as proposed will not have an effect on any historic structures.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill-Earley, environmental review coordinator, at 919-814-6579
or environmental.review(abncdcngov. In all future communication concerning this project, please cite the
above referenced tracking number.
Sincerely,
Ramona Bartos, Deputy
State Historic Preservation Officer
cc: Lori Beckwith, USACE Loretta.A.Beckwith&usace.army.mil
Location:109 East Jones Street,Raleigh NC 27601 Mailing Address:4617 Mail Service Center,Raleigh NC 27699-4617 Telephone/Fax:[phone]-6898

North Carolina Wildlife Resources Commission (NCWRC) — Scoping Letter

III =
August 22, 2022
North Carolina Wildlife Resource Commission
Wildlife Management Division
1722 Mail Service Center
Raleigh, North Carolina 27699-4617
Attention: Danny Ray
District 8 Biologist
[e-mail]
Clint Barden
District 8 Conservation Biologist
[e-mail]
Reference: Request for Comments
Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Dear Mr. Ray and Mr. Barden,
On behalf of The Quartz Corp USA, S&ME, Inc. (S&ME) is currently seeking information necessary for
completion of a preliminary environmental review of the proposed Freshwater Reservoir and Emergency
Basin Project at The Quartz Corp USA facility in Spruce Pine, Mitchell County, North Carolina. Please
accept this letter as a request for comments from the North Carolina Division of Water Resources
(NCDWR) regarding this project.
Project Description
S&ME is assisting the Quartz Corp USA (Quartz Corp) with desgin and permitting of a new freshwater
reservoir, an emergency basin and laydown area at their existing facility in Spruce Pine, North Carolina.
Land use at the project area consists of mining activities and wooded areas. The existing Quartz Corp
production facility is located northeast of the project review area. The emergency basin is proposed for a
developed area west of the production facility, and the freshwater reservoir is proposed for a wooded
area south of the production facility. Land use in the vicinity of the project area consists of commercial
development, wooded areas, institutional development, and scattered residential development.
It is anticipated that impacts to jurisdictional waters will occur and a permit from the United States Army
Corps of Engineers (USACE) and subsequent Water Quality Certification (WQC) from the NCDWR will be
necessary. We anticipate that the project can be authorized under Nationwide Permit (NWP) No.44
(Mining Activities) through the USACE Asheville Regulatory Field Office and North Carolina's WQC General
Certification (GC) No.4267. This letter serves as initial consultation to provide written comments
regarding the interests of your agency in this project.
1

•
Request for Comments
III Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Closing
Thank you for your assistance with this project.We look forward to receiving your comments. If you have
questions or need additional information please contact Rebeckah Sims, PWS with S&ME by e-mail at
[e-mail] or by phone at 803-924-4152, at your convenience.
Sincerely,
S&ME
Rwhkc�-A-�
Rebeckah Sims, PWS
Natural Resources Professional II
Enclosures
Site Vicinity Exhibit (Figure 1)
USGS Topographic Exhibit (Figure 2)
Soils Exhibit (Figure 3)
Aerial Orthoimagery Exhibit (Figure 4)
2

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Deer Par+
a ee race a' Pine Ave - F
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K Wal."t Ave e
Greenwood Rd - �'e" x
aiei A.
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Ap
a a �
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x 3 a i
- Daily \ English Rd
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_ n
ad 51 Ho"
9 gtu
rls St F•,,,...h cr•.;°j ase� V us° �,4 vyrllig 'i rash o `5 HarF
-- - 13 Grant �a °A F a :o"' x `o m $ �p a•`..
Is"nv�
Bra yen d Rs ,yky D
5 Si ,s 4 0 ` o
Nbmar®I
Park II °j4 Oro
N 0 00 Carpenter Rd
N I
1Nr ca s t
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W nod%,,nd Rd Ra eAld- BroM- c
II �m
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G ra s.v•:�aV„on yl nt3?n o 0
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_ 'POchledga ILA '� ek'�r e
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.
f6 Counnvcluo C pld Matiory Rp��
01 Gae99 Rp
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0 1
N
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a0 my
v 4
t Rid9 eRd
pon dQ' a°lyOcxY
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N n Gr z
i oenr �
S
e
Rockhuus Rd
4yb a
0 2,000 4,000
SI„n
s (FEET) Dery�a �� -gl 6 7
REFERENCE: LEGEND
i GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL i
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE 2 �� REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE. "
0
SCALE: FIGURE NO.
SITE VICINITY EXHIBIT 1 " = 2,000 '
DATE:
ill E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 1
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

Z 0C�`1i
13 ^v 1
f
m
°Io
' Spruce pine
To. n Hall �. .roe Ri�'�"
Al
N
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N
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o � s
C_175.reek,
O /
vi
d
a
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F -
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z
N
F
N _
U
N y •�
Swiss
1f •j
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Pine Lake ---q rdKeUard CreekGlam x �
P
9
a MOUNTA 4p:uREL C1R --
V
v _ ,
e 0 1,000 2,000 `* I
s (FEET) Silv�,<a'
REFERENCE: LEGEND
a GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE ^N,. REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE.
0
SCALE: FIGURE NO.
USGS TOPOGRAPHIC EXHIBIT 1 " = 1,000 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 2
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

�
. D
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0
a�
0
9 ,poc QD �
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F LEGEND
REVIEW AREAS
c ROADS
z _BdA:Bandana sandy loam,0 to 3 percent slopes,occasionally flooded
_BmA:Biltmore sand,0 to 3 percent slopes,frequently flooded
a � 2 _CeE:Chan dler-M icavil le complex,30 to 50 percent slopes,stony
CeF:Chandler-Micaville complex,50 to 95 percent slopes,stony
Q . D
EcD:Evard-Cowee complex,central mountain,15 to 30 percent slopes,stony
a �Q _RoA:Rosman fine sandy loam,0 to 3 percent slopes,occasionally flooded
BdA
_SaB:Saunook silt loam,2 to 8 percent slopes
HENRY` x� _ScC:Saunook silt loam,8 to 15 percent slopes,stony
_SclD:Saunook-Thunder complex,15 to 30 percent slopes,stony
0 - 500 1,000 Ud:Udorthents,loamy
o N
d N -Un:Udorthents,loamy,stony
(FEET)
Ur:Urban land
w REFERENCE: 0 W:Water
GIS BASE LAYERS WERE OBTAINED FROM ESRI,COUNTY SOURCES,AND USDA-NRCS. THIS
z -WgC:Watauga sandy loam,8 to 15 percent slopes,stony
d MAP IS FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE -WgD:Watauga sandy loam,15 to 30 percent slopes,stony
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED
OTHERWISE. WgE:Watauga sandy loam,30 to 50 percent slopes,stony
0
SCALE: FIGURE NO.
SOILS EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 3
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

Yp
Qp lrgA �`
`tee, i Rp`;,pN is
S`
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3
0
w
a
'q
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a r � ✓
CCtUNTRY C` t ? �♦l
Nt
N FAIRWAY
0 500 rr.1,000 w
(FEET)k' t
q
w REFERENCE: Q
GIS BASE LAYERS WERE OBTAINED FROM ESRI AND COUNTY SOURCES. THIS MAP IS FOR
z LEGEND
a INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE OREVIEW AREAS
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED CARTERS RIDGE RD ROADS
OTHERWISE.
6
SCALE: FIGURE NO.
AERIAL ORTHOIMAGERY EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 4
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

North Carolina Wildlife Resources Commission (NCWRC) — Response

ti
•
..
® North Carolina Wildlife Resources Commission 9
Cameron Ingram, Executive Director
August 23,2022
Rebeckah Sims
S&ME
2016 Ayrsley Town Blvd., Suite 2-A
Charlotte,NC 28273
SUBJECT: Freshwater Reservoir&Emergency Basin—Quartz Corp USA
Dear Ms. Sims:
Biologists with the North Carolina Wildlife Resources Commission(NCWRC)received your August 22,
2022 letter regarding plans for the construction of a reservoir, emergency basin, and laydown area for a
mine operation in Mitchell County. You requested review and comment on the project. Our comments on
this project are offered for your consideration under provisions of the Clean Water Act of 1977(33 U.S.C.
466 et. seq.) and Fish and Wildlife Coordination Act(48 Stat. 401, as amended; 16 U.S.C. 661-667d).
Details were not provided in the letter on design nor the size of the project. We are familiar with the
project vicinity and have surveyed Grassy Creek for aquatic biota. Grassy Creek is part of the North Toe
River/Nolichucky River Aquatic Habitat, a NC Natural Heritage Program natural area rated Very High
due to the ecological importance and richness of the aquatic community. Both Sharphead Darter
([Etheostoma acuticeps,US Federal Species of Concern(FSC),NC Threatened] and Eastern Hellbender
(Cryptobranchus alleganiensis,US FSC,NC Special Concern)are found in the North Toe River
downstream of the project area. Most importantly,we have records of Eastern Hellbender from Grassy
Creek on the project property;we strongly recommend avoiding impacts to Grassy Creek to protect these
animals.
Thank you for the opportunity to review and comment on this project. Please contact me at(828)400-
4223 if you have any questions about these comments.
Sincerely,
Andrea Leslie
Mountain Region Coordinator
Habitat Conservation Program
ec: Byron Hamstead,US Fish and Wildlife Service
Mailing Address: Habitat Conservation • 1721 Mail Service Center • Raleigh,NC 27699-1721
Telephone: [phone] • Fax: [phone]

United States Army Corps of Engineers (USACE) — Scoping Letter

III =
August 22, 2022
United States Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
Attention: Brandee Boggs
Mitchell County Regulatory Specialist
[e-mail]
Reference: Request for Comments
Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Dear Ms. Boggs,
On behalf of The Quartz Corp USA, S&ME, Inc. (S&ME) is currently seeking information necessary for
completion of a preliminary environmental review of the proposed Freshwater Reservoir and Emergency
Basin Project at The Quartz Corp USA facility in Spruce Pine, Mitchell County, North Carolina. Please
accept this letter as a request for comments from the North Carolina Division of Water Resources
(NCDWR) regarding this project.
Project Description
S&ME is assisting the Quartz Corp USA (Quartz Corp) with desgin and permitting of a new freshwater
reservoir, an emergency basin and laydown area at their existing facility in Spruce Pine, North Carolina.
Land use at the project area consists of mining activities and wooded areas. The existing Quartz Corp
production facility is located northeast of the project review area. The emergency basin is proposed for a
developed area west of the production facility, and the freshwater reservoir is proposed for a wooded
area south of the production facility. Land use in the vicinity of the project area consists of commercial
development, wooded areas, institutional development, and scattered residential development.
It is anticipated that impacts to jurisdictional waters will occur and a permit from the United States Army
Corps of Engineers (USACE) and subsequent Water Quality Certification (WQC) from the NCDWR will be
necessary. We anticipate that the project can be authorized under Nationwide Permit (NWP) No.44
(Mining Activities) through the USACE Asheville Regulatory Field Office and North Carolina's WQC General
Certification (GC) No.4267. This letter serves as initial consultation to provide written comments
regarding the interests of your agency in this project.
1

•
Request for Comments
III Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Closing
Thank you for your assistance with this project.We look forward to receiving your comments. If you have
questions or need additional information please contact Rebeckah Sims, PWS with S&ME by e-mail at
[e-mail] or by phone at 803-924-4152, at your convenience.
Sincerely,
S&ME
Rwhkc�-A-�
Rebeckah Sims, PWS
Natural Resources Professional II
Enclosures
Site Vicinity Exhibit (Figure 1)
USGS Topographic Exhibit (Figure 2)
Soils Exhibit (Figure 3)
Aerial Orthoimagery Exhibit (Figure 4)
2

na 3a
� 3 n of
pF Ul II14_ U -..
aa Ssm R d
d' ro [q Carlin
-
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Mea
Si0 to Church DI
kDr SG�,ye 04 v ` � h tt„5�
Deer Par+
a ee race a' Pine Ave - F
9 Sea SprUC6 PFnB -1 E P-6 y ter
K Wal."t Ave e
Greenwood Rd - �'e" x
aiei A.
qNe Oak Ave d4 Ana 'ir
Ap
a a �
Ave a�Ch ➢ � �a pea St anbv � c
x 3 a i
- Daily \ English Rd
e•
Sr yv ee„Sv \ _ r %a 4a CgStpcc 1 ° I;,1. P nr n
_ n
ad 51 Ho"
9 gtu O 4p
rls St F•,,,...h cr•.;°j ase� V us° �,4 vyrllig 'i rash o `5 HarF
-- - 13 Grant �a °A F a :o"' x `o m $ �p a•`..
Is"nv�
Bra yen d Rs ,yky D
5 Si ,s 4 0 ` o
Nbmar®I
Park II °j4 Oro
N 0 00 Carpenter Rd
N I
1Nr ca s t
arrha ��
OJ ref
o ' � SpV•_o-
n I6�i1�vi
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1 RQd
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REFERENCE: LEGEND
i GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL i
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE 2 �� REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE. "
0
SCALE: FIGURE NO.
SITE VICINITY EXHIBIT 1 " = 2,000 '
DATE:
ill E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 1
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

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a GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE ^N,. REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE.
0
SCALE: FIGURE NO.
USGS TOPOGRAPHIC EXHIBIT 1 " = 1,000 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 2
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

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z -WgC:Watauga sandy loam,8 to 15 percent slopes,stony
d MAP IS FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE -WgD:Watauga sandy loam,15 to 30 percent slopes,stony
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED
OTHERWISE. WgE:Watauga sandy loam,30 to 50 percent slopes,stony
0
SCALE: FIGURE NO.
SOILS EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 3
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

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OTHERWISE.
6
SCALE: FIGURE NO.
AERIAL ORTHOIMAGERY EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 4
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

United States Army Corps of Engineers (USACE) — Response

Rebeckah S Sims
From: Boggs, Brandee C CIV USARMY CESAD (USA) <[e-mail]>
Sent: Tuesday, August 23, 2022 3:40 PM
To: Rebeckah S Sims
Cc: Julie Robertson; Cedric Ruhl;Joey Lawler
Subject: RE: Request for Comments on The Quartz Corp USA Project (S&ME Project No. 213314)
This message originated outside of S&ME. Please report this as phishing if it implies it is from an S&ME employee.
Hi, Since it does appear your project will impact jurisdictional Waters of the US (WotUS), I look forward to further details
to determine permitting needs.
Kindest Regards,
Brandee Boggs (she/her)
Regulatory Specialist
Work Hours:Tues-Thurs 930a.m-6pm
828.271.7980 x 4224
US Army Corps of Engineers
Wilmington District,Asheville Field Office
151 Patton Avenue, Suite 208
Asheville, NC 28801
From: Rebeckah S Sims<[e-mail]>
Sent: Monday,August 22, 2022 4:35 PM
To: Boggs, Brandee C CIV USARMY CESAD (USA) <[e-mail]>
Cc:Julie Robertson <[e-mail]>; Cedric Ruhl <[e-mail]>;Joey Lawler<[e-mail]>
Subject: [URL Verdict: Neutral][Non-DoD Source] Request for Comments on The Quartz Corp USA Project(S&ME Project
No. 213314)
Good afternoon,
Please find the attached scoping letter requesting your comments on The Quartz Corp USA project necessary
for the completion of a preliminary environmental review of the project.
Thank you,
Rebeckah Sims, PWS
Natural Resources Professional II
1

S&ME
� 2016 Ayrsley Town Blvd.,Suite 2-A
Charlotte,NC 28273 map
111 0:704-523-4726
E
M:803-924-4152
www.smeinc.com
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This electronic message is subject to the terms of use set forth at www.smeinc.com/email.If you received this message in error please advise the sender by reply and
delete this electronic message and any attachments.Please consider the environment before printing this e-mail.
2

United States Fish and Wildlife Service (USFWS) — Scoping Letter

III =
August 22, 2022
United States Fish and Wildlife Service
Asheville Ecological Services Field Office
160 Zillicoa Street
Asheville, North Carolina 28801-1082
Attention: Rebekah Reid
Field Office Endangered Species Act Section 7 Coordinator
rebekah [e-mail]
Reference: Request for Comments
Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Dear Ms. Reid,
On behalf of The Quartz Corp USA, S&ME, Inc. (S&ME) is currently seeking information necessary for
completion of a preliminary environmental review of the proposed Freshwater Reservoir and Emergency
Basin Project at The Quartz Corp USA facility in Spruce Pine, Mitchell County, North Carolina. Please
accept this letter as a request for comments from the North Carolina Division of Water Resources
(NCDWR) regarding this project.
Project Description
S&ME is assisting the Quartz Corp USA (Quartz Corp) with desgin and permitting of a new freshwater
reservoir, an emergency basin and laydown area at their existing facility in Spruce Pine, North Carolina.
Land use at the project area consists of mining activities and wooded areas. The existing Quartz Corp
production facility is located northeast of the project review area. The emergency basin is proposed for a
developed area west of the production facility, and the freshwater reservoir is proposed for a wooded
area south of the production facility. Land use in the vicinity of the project area consists of commercial
development, wooded areas, institutional development, and scattered residential development.
It is anticipated that impacts to jurisdictional waters will occur and a permit from the United States Army
Corps of Engineers (USACE) and subsequent Water Quality Certification (WQC) from the NCDWR will be
necessary. We anticipate that the project can be authorized under Nationwide Permit (NWP) No.44
(Mining Activities) through the USACE Asheville Regulatory Field Office and North Carolina's WQC General
Certification (GC) No.4267. This letter serves as initial consultation to provide written comments
regarding the interests of your agency in this project.
1

•
Request for Comments
III Freshwater Reservoir and Emergency Basin
The Quartz Corp USA
Spruce Pine, Mitchell County, North Carolina
S&ME Project No. 213314
Closing
Thank you for your assistance with this project.We look forward to receiving your comments. If you have
questions or need additional information please contact Rebeckah Sims, PWS with S&ME by e-mail at
[e-mail] or by phone at 803-924-4152, at your convenience.
Sincerely,
S&ME
Rwhkc�-A-�
Rebeckah Sims, PWS
Natural Resources Professional II
Enclosures
Site Vicinity Exhibit (Figure 1)
USGS Topographic Exhibit (Figure 2)
Soils Exhibit (Figure 3)
Aerial Orthoimagery Exhibit (Figure 4)
2

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i GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL i
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE 2 �� REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE. "
0
SCALE: FIGURE NO.
SITE VICINITY EXHIBIT 1 " = 2,000 '
DATE:
ill E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 1
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

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REFERENCE: LEGEND
a GIS BASE LAYERS WERE OBTAINED FROM ESRI. THIS MAP IS FOR INFORMATIONAL
c PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE ^N,. REVIEW AREAS
NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE.
0
SCALE: FIGURE NO.
USGS TOPOGRAPHIC EXHIBIT 1 " = 1,000 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 2
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

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_BmA:Biltmore sand,0 to 3 percent slopes,frequently flooded
a � 2 _CeE:Chan dler-M icavil le complex,30 to 50 percent slopes,stony
CeF:Chandler-Micaville complex,50 to 95 percent slopes,stony
Q . D
EcD:Evard-Cowee complex,central mountain,15 to 30 percent slopes,stony
a �Q _RoA:Rosman fine sandy loam,0 to 3 percent slopes,occasionally flooded
BdA
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HENRY` x� _ScC:Saunook silt loam,8 to 15 percent slopes,stony
_SclD:Saunook-Thunder complex,15 to 30 percent slopes,stony
0 - 500 1,000 Ud:Udorthents,loamy
o N
d N -Un:Udorthents,loamy,stony
(FEET)
Ur:Urban land
w REFERENCE: 0 W:Water
GIS BASE LAYERS WERE OBTAINED FROM ESRI,COUNTY SOURCES,AND USDA-NRCS. THIS
z -WgC:Watauga sandy loam,8 to 15 percent slopes,stony
d MAP IS FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE -WgD:Watauga sandy loam,15 to 30 percent slopes,stony
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED
OTHERWISE. WgE:Watauga sandy loam,30 to 50 percent slopes,stony
0
SCALE: FIGURE NO.
SOILS EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 3
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

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GIS BASE LAYERS WERE OBTAINED FROM ESRI AND COUNTY SOURCES. THIS MAP IS FOR
z LEGEND
a INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE OREVIEW AREAS
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED CARTERS RIDGE RD ROADS
OTHERWISE.
6
SCALE: FIGURE NO.
AERIAL ORTHOIMAGERY EXHIBIT 1 " = 500 '
DATE:
III E FRESHWATER RESERVOIR AND EMERGENCY BASIN 8-17-22 4
THE QUARTZ CORP USA PROJECT NUMBER
SPRUCE PINE, MITCHELL COUNTY, NORTH CAROLINA 213314

United States Fish and Wildlife Service (USFWS) — Response

QPP�MENT OF FISH&WILDLSERV
IFE
United States Department of the Interior
o
. ;a9 ' FISH AND WILDLIFE SERVICE
gRCH 31�� Asheville Field Office
160 Zillicoa Street Suite B
Asheville,North Carolina 28801
September 15, 2022
Ms. Rebeckah Sims
S&ME
2016 Ayrsley Town Boulevard, Suite 2-A
Charlotte,North Carolina 28273
Subject: Scoping for The Quartz Corp Freshwater Reservoir and Emergency Basin in Spruce Pine,
Mitchell County,North Carolina.
Dear Ms. Sims:
On August 23,2022,we received(via e-mail)your information requesting our comments on the subject
project. We have reviewed the information that you presented, and the following comments are provided
in accordance with the provisions of the National Environmental Policy Act(42 U.S.C.§ 4321 et seq.)and
section 7 of the Endangered Species Act of 1973, as amended(16 U.S.C. 1531 - 1543) (Act).
Proiect Description
According to the information provided, The Quartz Corp USA proposes to construct a new freshwater
reservoir, emergency basin, and laydown area at their existing facility in Spruce Pine,Mitchell County,
North Carolina. The emergency basin is proposed for a developed area west of the production facility, and
the freshwater reservoir is proposed for a wooded area south of the production facility.
Federally Listed Species
In accordance with section 7(a)(2)of the Act and 50 CFR Part 402.01,before any federal
authorization/permits or funding can be issued for this project, it is the responsibility of the appropriate
federal regulatory/permitting and/or funding agency(ies)to determine whether the project may affect any
federally listed endangered or threatened species or designated critical habitat. If it is determined that this
project may affect any federally listed species or designated critical habitat, section 7 consultation must be
initiated with this office.
The proposed project is in an area that has potential or known occurrence records of species with federal
designations. Below is a list of species that should be considered in a biological assessment and/or
biological evaluation(BABE)prepared for this project.
Species Status'
Appalachian elktoe Alasmidonta raveneliana E
Gray bat Myotis grisescens E
Northern long-eared bat Myotis septentrionalis T,PE
Rock gnome lichen Gymnoderma lineare E
Tricolored bat Perimyotis subflavus PE

Species I Status'
Virginia spiraea I Spiraea virginiana T
'E=endangered,PE=proposed endangered, T=threatened.
On March 23, 2022,the U.S. Fish and Wildlife Service (Service)published a proposal to reclassify NLEB
as endangered under the Act. The U.S. District Court for the District of Columbia has ordered the Service
to complete a new final listing determination for the NLEB by November 2022 (Case 1:15-cv-00477,
March 1,2021). The bat, currently listed as threatened, faces extinction due to the range-wide impacts of
white-nose syndrome(WNS), a deadly fungal disease affecting cave-dwelling bats across the continent.
The proposed reclassification, if finalized,would remove the current 4(d)rule for the NLEB, as these
rules may be applied only to threatened species. Depending on the type of effects a project has on NLEB,
the change in the species' status may trigger the need to re-initiate consultation for any actions that are not
completed and for which the Federal action agency retains discretion once the new listing determination
becomes effective(anticipated to occur by December 30,2022). If your project may result in incidental
take of NLEB after the new listing goes into effect this will need to be addressed in an updated
consultation that includes an Incidental Take Statement. If your project may require re-initiation of
consultation,please contact our office for additional guidance.
On September 14,2022,the Service published a proposal in the Federal Register to list the tricolored bat
as endangered under the Act. The Service has up to 12 months from the date the proposal published to
make a final determination, either to list the tricolored bat under the Act or to withdraw the proposal. The
Service determined the bat faces extinction primarily due to the range-wide impacts of WNS. Because
tricolored bat populations have been greatly reduced due to WNS, surviving bat populations are now
more vulnerable to other stressors such as human disturbance and habitat loss. Species proposed for
listing are not afforded protection under the Act; however, as soon as a listing becomes effective
(typically 30 days after publication of the final rule in the Federal Register),the prohibitions against
jeopardizing its continued existence and"take"will apply. Therefore, if you suspect your future or
existing project may affect tricolored bats after the potential new listing goes into effect,we recommend
analyzing possible effects of the project on tricolored bats and their habitat to determine whether
consultation under section 7 of the Act is necessary. Conferencing procedures can be followed prior to
listing to ensure the project does not jeopardize the existence of a species. Projects with an existing
section 7 biological opinion may require re-initiation of consultation to provide uninterrupted
authorization for covered activities. Please contact our office for additional guidance or assistance.
The Service appreciates the opportunity to provide these comments. Please contact Ms. Rebekah Reid of
our staff at [e-mail] if you have any questions. In any future correspondence concerning
this project,please reference our Log Number 4-2-22-720.
Sincerely,
--original signed--
Janet Mizzi
Field Supervisor
2

Appendix VI — Archaeological Survey

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
QuartzThe
797 ,41tanass goad-
Spruce
.. . . .

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
Prepared for:
The Quartz Corp USA
797 Altapass Road
Mitchell County, North Carolina 28777
Prepared by:
S&ME, Inc.
134 Suber Road
Columbia, South Carolina 29210
S&ME Project No. 213314
SHPO ER No. 21-2110
�I
Kimberly Nagle, M.S., RPA
Principal Investigator
Authors: Clayton Moss, B.A., and Ms. Nagle
November 2022

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Management Summary
On behalf of The Quartz Corp USA (Quartz Corp), S&ME, Inc. (S&ME) has completed an archaeological survey for
the proposed freshwater reservoir and emergency basin located roughly 0.7-mile south of Spruce Pine, Mitchell
County, North Carolina (Figures 1.1 and 1.2). The project area is made up of two noncontiguous areas, one is
roughly 58.3 acres and location northeast of NC Highway 226 and south of a portion of the North Toe River and
the other is approximately 0.71-acre and is located north of the North Toe River and southwest of Altapass
Highway along a railroad corridor.
In a letter dated September 9, 2022, in response to a scoping letter submitted by S&ME, the North Carolina State
Historic Preservation Office (SHPO) requested that a comprehensive archaeological survey be conducted in high
probability areas that contain slope less than or equal to 25 percent as well as a pedestrian reconnaissance in
steeper area to record potential rock shelters or historic quarry sites (Appendix A). The SHPO letter also stated
that the project will have no effect on historic structures and an architectural survey was not needed for this
project. In email correspondence between Kimberly Nagle with S&ME and Dylan Clark with the Office of State
Archaeology(OSA), dated August 23, 2022, Ms. Nagle provided a map showing the high probability areas that
were to be systematically shovel tested due to the high probability for containing archaeological sites. Mr. Clark
agreed with the areas to be investigated on the map and the following field methods were agreed upon:
Shovel testing at 30-m intervals with transects spaced 30-m apart; 20-m intervals should be used if
time allowed.
If sites are identified, radial shovel tests will be excavated at 15-m intervals; 5-m intervals should be
used if time allowed.
Judgmental shovel tests would be placed in areas to verify the disturbed or poorly drained nature of
the soils; disturbances would be photographed.
The remaining portions of the project area would be pedestrian surveyed looking for rockshelters,
quarry sites, or artifacts on the ground surface.
The following work was conducted in response to the SHPO letter and the presented field methods and was
carried out in general accordance with the agreed-upon scope, terms, and conditions presented in S&ME
Proposal No. 213314 PCR002, dated October 6, 2022.The Area of Potential Effects (APE) for direct effects for the
proposed undertaking is the footprint of the project area; indirect effects were not assessed as SHPO determined
that the project would have no effect on historic structures.
Based on the accepted approach to fieldwork outlined above, approximately 33.48 acres was shovel tested at 20-
m intervals; approximately 11.21 acres was pedestrian surveyed along with judgmental shovel testing due to its
low probability for containing archaeological sites; approximately 14.32 acres was not surveyed due to standing
water, excessive slope, or excessive disturbance (Figure 4.1). Fieldwork for the project was conducted from
October 26 through 28, 2022; specifically, three people worked for three days on the project.
As a result of the investigations, one new archaeological site (31 ML107) was identified and recorded. Site
31 ML107 is a nineteenth through twentieth century house site and is recommended not eligible for inclusion in
the National Register of Historic Places (NRHP) (Figures 1.1 and 1.2). It is the opinion of S&ME that no additional
archaeological work is necessary for the project area. If the project area changes additional cultural resource work
may be necessary.
November 2022 i

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FIGURE NO.
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FRESHWATER RESERVOIR AND EMERGENCY BASIN 11-10-2022 1.1
QUARTZ CORP PROJECT NUMBER
MITCHELL COUNTY, NORTH CAROLINA 213314

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1 FRESHWATER RESERVOIR AND EMERGENCY BASIN 11-10-2022 1.2
QUARTZ CORP PROJECT NUMBER
MITCHELL COUNTY, NORTH CAROLINA 213314

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina s
S&ME Project No. 213314
SHPO ER No. 22-2110
Table of Contents
ManagementSummary.............................................................................................................. i
Tableof Contents......................................................................................................................iv
1.0 Introduction .......................................................................................................................1
2.0 Environmental Setting.....................................................................................................2
2.1 Location...........................................................................................................................................2
2.2 Geology and Topography.............................................................................................................2
2.3 Hydrology.......................................................................................................................................2
2.4 Climate and Vegetation.................................................................................................................2
2.5 Soils..................................................................................................................................................2
3.0 Cultural Context..............................................................................................................10
3.1 Prehistoric Context.......................................................................................................................10
3.1.1 Paleoindian Period(ca. 13,000-10,000 B.P.)...................................................................................10
3.1.2 Archaic Period(ca. 10,000-3000 B.P.)............................................................................................11
3.1.3 Woodland Period(ca. 3000-950 B.P.).............................................................................................12
3.1.4 Mississippian Period(ca. 950-300 B.P.).........................................................................................13
3.1.5 Protohistoric Period(ca. 400-200 B.P.)...........................................................................................14
3.2 Historic Context............................................................................................................................15
3.2.1 Early Settlement..............................................................................................................................15
3.2.2 Antebellum Period and Civil War...................................................................................................16
3.2.3 Mitchell County and Spruce Pine...................................................................................................17
3.3 Previously Recorded Sites in the Vicinity of Project Area......................................................18
4.0 Methods ............................................................................................................................30
4.1 Archaeological Field Methods....................................................................................................30
4.2 Laboratory Methods.....................................................................................................................30
4.3 National Register Eligibility Assessment..................................................................................32
5.0 Results...............................................................................................................................33
5.1.1 Site 31ML107..................................................................................................................................33
November 2022 iv

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina s
S&ME Project No. 213314
SHPO ER No. 22-2110
6.0 Summary and Recommendations................................................................................53
7.0 References Cited..............................................................................................................54
8.0 Appendix A— SHPO Correspondence........................................................................60
9.0 Appendix B — Artifact Catalog......................................................................................61
List of Figures
Figure 1.1.Topographic map showing project area and archaeological site identified during survey. ......ii
Figure 1.2.Aerial map showing project area and archaeological site identified during survey.................iii
Figure 2.1.Typical area of wooded area within the project area,facing west.................................................3
Figure 2.2. Secondary growth within the project area,facing south.................................................................4
Figure 2.3.Dirt road within the project area,facing east. ...................................................................................4
Figure 2.4.Typical drainage area within the project area,facing southeast.....................................................5
Figure 2.5.Dam forming pond within the project area,facing east...................................................................5
Figure 2.6. Slope and rock outcrop within the project area,facing north.........................................................6
Figure 2.7. Graded area within the project area,facing south............................................................................6
Figure 2.8.Pipes along Grassy Creek within the project area,facing south.....................................................7
Figure 2.9.Modern trash within the project area,facing south..........................................................................7
Figure 2.10.Push piles within the project area,facing north..............................................................................8
Figure 2.11.Aerial map showing soil types within the project area..................................................................9
Figure 3.1.Topographic map showing archaeological sites within one mile of the project area................19
Figure 3.2.Price-Strother Map (1808)of North Carolina,showing vicinity of the project area...................20
Figure 3.3. Section from MacRae-Brazier Map of 1833, showing approximate location of project area. ...21
Figure 3.4.Portion of Kerr-Cain Map, 1882, showing the approximate location of the project area..........22
Figure 3.5.Portion of the railroad map (Brown 1900), showing approximate location of project area......23
Figure 3.6.USGS Spruce Pine topographic map (1934),showing the location of the project area...............24
Figure 3.7.NCDOT highway map of Mitchell County(1938), showing approximate project area............25
Figure 3.8. NCDOT highway map of Mitchell County(1953), showing approximate project area............26
Figure 3.9.USGS Spruce Pine topographic map (1960),showing the location of the project area...............27
Figure 3.10.NCDOT highway map of Mitchell County(1968), showing approximate project area..........28
Figure 3.11.USGS Spruce Pine topographic map (1990),showing the location of the project area.............29
November 2022 v

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Figure4.1. Field methods map..............................................................................................................................31
Figure 5.1. Typical area of mixed hard wood forest within the project area, facing southeast. ..................34
Figure 5.2. Secondary growth within the project area, facing south. ..............................................................34
Figure 5.3.Dirt road within the project area,facing west.................................................................................35
Figure 5.4. Pond within the project area, facing southeast. ..............................................................................35
Figure 5.5.Typical push pile within the project area, facing southeast. .........................................................36
Figure 5.6. Graded area within the project area, facing north..........................................................................36
Figure 5.7. Slope within the project area, facing east.........................................................................................37
Figure 5.8. Portion of Grassy Creek within the project area,facing southwest. ............................................37
Figure 5.9.Typical rock outcrop in the project area, facing north. ..................................................................38
Figure 5.10. Push piles within the project area, facing southeast.....................................................................38
Figure 5.11.Aerial imagery from the 1950s showing the smaller portion of the project area......................39
Figure 5.12.Aerial imagery from the 1960s showing the smaller portion of the project area......................40
Figure 5.13. Aerial imagery from the 1970s showing the smaller portion of the project area......................41
Figure 5.14. Aerial imagery from the 1980s showing the smaller portion of the project area......................42
Figure 5.15. Aerial imagery from the 1990s showing the smaller portion of the project area......................43
Figure 5.16.The first typical soil profile that transitioned from plow zone to subsoil. ................................44
Figure 5.17.The second typical soil profile that transitioned from plow zone to subsoil............................44
Figure 5.18.Typical soil profile where wet soils were encountered................................................................45
Figure 5.19.Typical soil profile where degrading rock was encountered......................................................45
Figure 5.20. First typical soil profile where a rock impasse was encountered...............................................46
Figure 5.21. Second typical soil profile where a rock impasse was encountered. .........................................46
Figure 5.22. Site map for site 31ML107. ...............................................................................................................47
Figure 5.23. Overview of site 31ML107, facing east...........................................................................................48
Figure 5.24.Typical shovel test profile at site 31ML107....................................................................................49
Figure 5.25.Flagstone and crick chimney remains at site 31ML107, facing south. .......................................49
Figure 5.26. Portion of a fieldstone wall at stie 31ML107, facing northwest..................................................50
Figure 5.27.Washing machine and glass jar scatter identified within site 31ML107, facing west..............50
Figure 5.28. Google Earth imagery from 1994 showing a structure at the location of site 31ML107..........51
Figure 5.29. Google Earth imagery from 1998 showing a structure at the location of site 31ML107..........52
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Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314 111 E
SHPO ER No. 22-2110
List of Tables
Table 2.1. Specific soil types found within the project area................................................................................3
November 2022 vii

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
1.0 Introduction
On behalf of Quartz Corp, S&ME has completed an archaeological survey for the proposed freshwater reservoir
and emergency basin located roughly 0.7-mile south of Spruce Pine, Mitchell County, North Carolina (Figures 1.1
and 1.2). It is anticipated that a permit from the United States Army Corps of Engineers (USACE) will be needed
and subsequent Water Quality Certification (WQC) from the North Carolina Division of Water Resources for this
project.
Kimberly Nagle, M.S., RPA, served as Principal Investigator for the project. Field investigations were conducted by
Field Director Paul Connell, B.A. and Crew Chief Clayton Moss under the supervision of Ms. Nagle. Graphics were
created by Mr. Moss and Ms. Nagle; artifacts were analyzed by Mr. Moss;the report was senior reviewed by Ms.
Nagle.This report has been prepared in compliance with the National Historic Preservation Act of 1966, as
amended; the Archaeological and Historic Preservation Act of 1979; procedures for the Protection of Historic
Properties (36 CFR Part 800); and 36 CFR Parts 60 through 79, as appropriate. Field investigations and the
technical report meet the qualifications specified in the Secretary of the Interior's Standards and Guidelines for
Archaeology and Historic Preservation (Federal Register [FRI 48:44716-44742), and the Guidelines for Preparation
of Archaeological Survey Reports in North Carolina (North Carolina Office of State Archaeology 2018). Supervisory
personnel meet the Secretary of the Interior's Professional Qualifications Standards set forth in 36 CFR Part 61.
This report includes chapters on the environmental setting of the project area, the previous investigations and
culture history relating to the project area, the methodology and results of the survey, and a summary and
recommendation based on the findings of the survey.The appendices include SHPO correspondence and the
artifact catalog.
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Archaeological Survey E -�
Freshwater Reservoir and Emergency Basino
Mitchell County, North Carolina j}
S&ME Project No. 213314 �I
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2.0 Environmental Setting
2.1 Location
The project area is made up of two noncontiguous areas, one is roughly 58.3 acres and location northeast of NC
Highway 226 and south of a portion of the North Toe River and the other is approximately 0.71-acre and is
located north of the North Toe River and southwest of Altapass Highway along a railroad corridor. Located
roughly 0.7-mile south of Spruce Pine, Mitchell County, the project area is bound predominately by wooded areas,
with some rural residential areas to the west and light industrial areas to the east (Figure 1.2).
2.2 Geology and Topography
The project area is located in an area referred to as the Blue Ridge physiographic province.The Blue Ridge is an
area composed of a mixture of igneous, sedimentary, and metamorphic rocks that date to approximately one to
one-and-a-half billion years old and have been squeezed, fractured, faulted, and twisted into folds (North Carolina
Geological Survey [NCGS] 2004). The province is known for deposits of feldspar, mica, and quartz-based material.
Within the project area, elevations range from approximately 2,560 ft above mean sea level (AMSQ, along Grassy
Creek in the southeastern portion of the project area, to 2,760 ft AMSL, in the northwestern corner of the project
area (Figure 1.1).
2.3 Hydrology
The project area is contained within the French Broad drainage basin, which runs north-south, bisecting North
Carolina's western edge. Grassy Creek is located within the project area along the eastern border and flows into
the North Toe River approximately 500 feet north of the project area. The North Toe River flows northwest and
merges with the Cane River to form the Nolichucky River about 16.8 miles northwest of the project area. The
Nolichucky River continues westward where it flows into the French Broad River.
2.4 Climate and Vegetation
The climate of Mitchell County varies greatly from the high mountains to the low rolling hills to the flood plains of
the river valleys.The winter low temperature is usually 22T and the average summer high temperature is about
81T. Total mean annual precipitation is 66 inches with the average seasonal snowfall is 13 inches. Vegetation in
the project area consists of wooded areas and secondary growth; disturbances in the project area include dirt
roads, a dam, graded areas, and push piles; areas of standing water, steep slope over 25 percent, and large rock
outcrops were also within the project area (Figures 2.1 through 2.10).
2.5 Soils
There are six specific soil types found within the project area, as well as areas designated as water; their
descriptions can be found in Table 2.1 and their locations within the project area can be seen in Figure 2.11
(United States Department of Agriculture [USDA] Web Soil Survey, Accessed October 25, 2022).
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Archaeological
County,Freshwater Reservoir and Emergency Basin
Mitchell • Carolina
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. 213314
SH'• ER No. 1
Table •ecific soil types / • within the project area.
Soil Name Type Drainage Location Slope %of Project
Bandana Sandy loam Somewhat poorly drained Flood plains 0-3% 2.2%
Evard-Cowee Complex Well drained Ridges 15-30% 0.3%
Area
Saunook Silt loam
slopesSaunook-Thunder Complex Well drained Coves on mountain 15-30% 15.3%
•• •. drained 0•
Water 2.4%
Watauga Sandy loam Well drained Ridges 8-50% 54.9%
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November

Archaeological
County,Freshwater Reservoir and Emergency Basin
Mitchell • Carolina
Project •
. 213314
SH'• ER No. 1
Figure 2.2.
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November

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Archaeological Survey Ar
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314 41
SHPO ER No. 22-2110
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Figure 2.6. Slope and rock outcrop within the project area,facing north.
Figure 2.7. Graded area within the project area,facing south.
November 2022 6

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314 E
SHPO ER No. 22-2110
Y
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November 2022 7

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
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November 2022 8

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FIGURE NO.
�• Soil Map
FRESHWATER RESERVOIR AND EMERGENCY BASIN 11-10-2022 2.11
QUARTZ CORP PROJECT NUMBER
MITCHELL COUNTY, NORTH CAROLINA 213314

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
3.0 Cultural Context
S&ME conducted cultural background research in order to assess the potential for significant cultural resources
and to formulate our expectations regarding the nature and types of cultural resources we were likely to
encounter. While this text only provides a general prehistory and history of the region, we refer the reader to the
original sources for additional information.
3.1 Prehistoric Context
Over the last two decades, there has been much debate over when humans first arrived in the New World. The
traditional interpretation is that humans first arrived in North America via the Bering land bridge that connected
Alaska to Siberia at the end of the Pleistocene, approximately 13,500 years ago. From Alaska and northern Canada,
these migrants may have moved southward through an ice-free corridor separating the Cordilleran and Laurentide
ice sheets to eventually settle in North and South America.
Recently, this interpretation has been called into question, with several sites providing possible evidence for earlier
(Pre-Clovis) occupations.These sites include Monte Verde in southern Chile (Dillehay 1989; Meltzer et al. 1997),
Meadowcroft Rockshelter in Pennsylvania (Adovasio et al. 1979, 1980a, 1980b, 1990), the Cactus Hill (McAvoy and
McAvoy 1997) and Saltville (McDonald 2000) sites in Virginia, and the Topper site in Allendale County, South
Carolina (Goodyear 2005). Despite the growing number of sites attributed to pre-Clovis occupations, there are still
significant problems surrounding each site that preclude their widespread acceptance.
3.1.1 Paleoindian Period (ca. 13,000-10,000 B.P.)
The most readily recognizable artifact from the early Paleoindian Period is the Clovis point, which is a fluted,
lanceolate-shaped spear point. Clovis points, first identified from a site in New Mexico, have been found across
the nation (Anderson and Sassaman 1996:222).The Hardaway site on the Yadkin River in Stanly County is the
most important North Carolina site with a Paleoindian component (Coe 1964; Ward and Davis 1999). The earliest
occupation of the site, the Hardaway Phase, dates to at least 10,000 B.P.(Coe 1964). Unfortunately, much of the
data about Paleoindian life in North Carolina and the rest of the Southeast comes from surface finds of projectile
points rather than from controlled excavations.
Projectile point types associated with the Paleoindian Period in North Carolina include Clovis, Simpson,
Cumberland, Suwannee, Quad, Beaver Lake, and Dalton (Anderson 1992). Hardaway Complex points are very
similar to Paleoindian types; however, there is debate as to whether Hardaway points reflect a temporal difference,
are stages of Paleoindian tool modification, or are a regional variant (Coe 1964:64; Daniel 1998:52; Goodyear
1974:19-33). In a reexamination of the Hardaway site lithic assemblage, Daniel (1998) has also identified the Small
Dalton type, a transitional Paleoindian to Early Archaic projectile point type sharing characteristics of Hardaway
Side Notched and Palmer Side Notched projectile points.
Paleoindians lived a semi-nomadic life that included a subsistence based on the gathering of wild foods and the
hunting of now extinct megafauna. In North Carolina, settlements include small, temporary, task-specific sites near
minor stream tributaries, with common base camps clustered along major streams (Phelps 1983:21).
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Archaeological Survey E -�
Freshwater Reservoir and Emergency Basino
Mitchell County, North Carolina j}
S&ME Project No. 213314
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SHPO ER No. 22-2110
3.1.2 Archaic Period (ca. 10,000-3000 B.P.)
Major environmental transformations at the end of the Pleistocene led to changes in human settlement patterns,
subsistence strategies, and technology.As the climate warmed and the megafauna became extinct, population
size increased; there was a simultaneous decrease in territory size and settlement range.
The Archaic Period is conventionally divided into three subperiods: Early Archaic (10,000-8000 B.P.), Middle
Archaic (8000-5000 B.P.), and Late Archaic (5000-3000 B.P.). Each of these subperiods is lengthy, and the
inhabitants were successful in adapting contemporary technology to prevailing climatic and environmental
conditions of the time. Settlement patterns reflected a fairly high degree of mobility, and the ability to make use
of seasonally available resources in the changing environment across different areas of the Southeast. People
relied on large animals and wild plant resources for food. Group size gradually increased during this period,
culminating in a fairly complex and populous society by the Late Archaic. The chronology for the Archaic period in
the Carolinas is still derived primarily from Coe's (1964) important work in the Piedmont of North Carolina.
Seasonal base camps and small foraging camps were numerous in North Carolina during this time and most
ubiquitous in the Coastal Plain (Phelps 1983).
Early Archaic (ca. 10,000-8000 B.P.)
The Early Archaic reflects a continuation of the semi-nomadic hunting and gathering lifestyle of the Paleoindian
groups. However, there was a focus on modern game species rather than the megafauna, which had become
extinct by this time. Changes during this subperiod include a population increase (Goodyear et al. 1989), with
groups concentrated in temporary encampments along river floodplains. In North Carolina, the majority of Early
Archaic archaeological sites have been found at or near the Fall Line (Pickett 2001). Diagnostic markers of the Early
Archaic subperiod include a variety of side and corner notched projectile point types, including Hardaway, Kirk,
Palmer, Taylor, and Big Sandy, and later bifurcate base projectile point types such as Lecroy, McCorkle, and St.
Albans.Additional tools of the Early Archaic subperiod include end scrapers, side scrapers, gravers, microliths, and
adzes (Sassaman et al. 2002), and likely perishable items such as traps, snares, nets, and basketry. Direct evidence
of Early Archaic basketry and woven fiber bags was found at the Icehouse Bottom site in the mountains of eastern
Tennessee (Chapman and Adovasio 1977).
Middle Archaic (ca. 8000-5000 B.P.
The beginning of the Middle Archaic subperiod coincides with the start of the Altithermal (a.k.a. Hypsithermal), a
significant warming trend where pine forests replaced the oak-hickory dominated forests that had previously been
common. Humans altered their behavior in response to changing environmental conditions (Sassaman and
Anderson 1995:10). It is assumed that population density increased during the Middle Archaic, but small hunting
and gathering bands probably still formed the primary social and economic units. Larger and more intensively
occupied sites tended to occur near rivers and numerous small, upland lithic scatters dot the interriverine
landscape. Subsistence was presumably based on a variety of resources such as white-tail deer, nuts, fish, and
migratory birds; however, shellfish do not seem to have been an important resource at this time.
During the Middle Archaic, ground stone tools such as axes, atlatl weights, and grinding stones become more
common, while flaked stone tool styles became less diverse and tended to be made of locally available raw
materials. The most common point type of the Middle Archaic subperiod in North Carolina is the Morrow
Mountain point, however, additional diagnostic point types include Stanly, Guilford, and Halifax (Blanton and
November 2022 11

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Sassaman 1989; Coe 1964). The Middle Archaic Stanly phase appears to have developed out of the preceding
phases and is the earliest clearly documented occupation at the stratified Doerschuk site (31 MG22) in
Montgomery County(Coe 1964; Phelps 1983).The major difference in the artifact assemblage seems to be the
addition of stone atlatl weights.The Morrow Mountain and Guilford phases also appear during this subperiod;
Coe (1964) considers these phases to be without local precedent,viewing them as western intrusions.
Late Archaic (ca. 5000-3000 B.P.)
The Late Archaic subperiod is marked by a number of key developments.There was an increased focus on riverine
locations and resources (e.g., shellfish), an adoption of small-scale horticulture, and the introduction of ceramic
and soapstone vessel technology. These changes developed because humans were living close to important
resources for longer periods of time.The Savannah River phase, which appears during this subperiod, is marked
by the presence of larger sites containing steatite bowls, human burials, and prepared hearths (Ward 1983).The
most common diagnostic biface of this subperiod is the Savannah River Stemmed projectile point (Coe 1964).
Other artifacts include soapstone cooking discs and netsinkers, shell tools, grooved axes, worked bone, and most
importantly fiber-tempered Stallings Island and sand-tempered Thom's Creek pottery.The type site for Thom's
Creek pottery is located just south of Columbia, South Carolina along the Congaree River(Griffin 1945).
Both Stallings Island and Thom's Creek pottery date to ca.4500-3000 B.P. and have a wide variety of exterior
surface treatments, including plain, punctated, and incised designs (Sassaman et al. 1990). Similar fiber-tempered
wares soon spread to North Carolina; however, these early fiber-tempered wares do not appear to be present in
the Appalachian Summit region. For several decades it was believed that fiber-tempered Stallings Island pottery
was the oldest pottery in the region (perhaps in the New World) and that sand-tempered Thom's Creek wares
appeared a few centuries later(Sassaman 1993). Recent work at several shell ring sites on the coast, however, has
demonstrated that the two types are contemporaneous, with Thom's Creek possibly predating Stallings Island
along the coast (Saunders and Russo 2002; Heide and Russo 2003; Russo and Heide 2003).
3.1.3 Woodland Period (ca. 3000-950 B.P.)
Like the preceding Archaic Period, the Woodland is conventionally divided into three subperiods—Early, Middle,
and Late—based on technological and social complexity and population increase. Among the changes that
occurred during this period was a widespread adoption of ceramic technology concomitant with an increased
reliance on native plant horticulture, as a result of a more sedentary lifestyle. Ceramics became more refined and
regionally differentiated, particularly with regard to temper. There was also an increase in sociopolitical and
religious interactions, as evidenced by an increased use of burial mounds, ceremonialism, and expanded trade
networks (Anderson and Mainfort 2002).
Early Woodland (ca. 3000-1700 B.P.1
The Early Woodland subperiod in the Appalachian Summit region is generally represented by the Swannanoa
phase. Swannanoa ceramics, which are akin to the Badin and Yadkin types of the Piedmont, were generally very
thick, had coarse crushed quartz or sand temper, and were predominantly cordmarked or fabric-impressed.
Stylistically, Swannanoa series ceramics are similar to Kellog ceramics from northern Georgia and Watts Bar
ceramics from eastern Tennessee. Representative projectile points include the small Swannanoa Stemmed and
Plott Stemmed types, which are also stratigraphically associated with the Transylvania Triangular point type (Keel
1976).
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Archaeological Survey E -�
Freshwater Reservoir and Emergency Basino
Mitchell County, North Carolina j}
S&ME Project No. 213314
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SHPO ER No. 22-2110
Middle Woodland (ca. 1700-1200 B.P.
In the Appalachian Summit region, the Middle Woodland subperiod is characterized by the Pigeon (1750-1650
B.P.) and the Connestee phases (1750-1350 B.P.;Ward and Davis 1999). Pigeon phase ceramics were tempered with
crushed quartz, or, sometimes, crushed feldspar. They were predominantly check stamped, although plain,
brushed, and simple stamped surface decoration have been identified and sometimes had small, tetrapodal base
supports (Ward and Davis 1999:146-147). Diagnostic lithic artifacts of the Pigeon phase include the Camp Creek
and Copena Triangular points, Garden Creek point, and the Pigeon Side-Notched point (Keel 1976: 127-131,
Purrington 1983: 135). Other than this information, little is known about this phase, as it has not yet been
encountered in a stratified context (Ward and Davis 1999:146).
Ceramics of the subsequent Connestee phase were similar in design to those of the preceding Pigeon phase;
however, Connestee phase ceramics were sand-tempered (Ward and Davis 1999:151). Exterior surface decorations
include brushed, cordmarked, simple stamped, check stamped, fabric impressed, and plain (Keel 1976). Medium-
sized, isosceles triangular projectile points are diagnostic of the Connestee phase. Hopewell cultural material (e.g.,
prismatic chert blades, rocker-stamped and incised ceramics, clay figurines, etc.) from the Ohio Valley does appear
in mortuary contexts in the Appalachian Summit region during the Connestee phase.
Late Woodland (ca. 1200-950 B.P.)
The Late Woodland subperiod in the Appalachian Summit region is poorly understood. Limited data from
excavations at the Cane Creek site indicate a regional self-sufficiency during a time of transition from the
Woodland Connestee phase to the abrupt appearance of the Southern Appalachian Mississippian tradition (Ward
and Davis 1999:158).
3.1.4 Mississippian Period (ca. 950-300 B.P.)
The Southern Appalachian Mississippian Tradition is represented by two subperiods; the Pisgah Phase and the
Qualla Phase (Dickens 1976: 10). Fortified, permanent villages were built on floodplains of major streams during
this period. Mississippian villages were agricultural-based economies, with related secondary satellite sites
associated with hunting and other tasks located in upland and nonriverine settings. Platform mounds are a distinct
architectural feature of this time period, and burials are most often associated with dwellings (Ward and Davis
1999: 166).
Pisgah Phase (ca. 950-500 B.P.)
The Pisgah Phase consists of two discrete pottery characteristics that are distinctive from early and subsequent
pottery from the Appalachian Summit Region: rectilinear complicated-stamped exterior surface designs and
collared rims (Ward and Davis 1999: 166). Pisgah ceramics had a micaceous paste and were often tempered with
sand.They could also be tempered with crushed quartz, soapstone, or amphibolite. Other attributes of Pisgah
ceramics could include loop handles, notched rim strips, lugs, and castellations (Purrington 1983: 143).
Lithic artifacts consist of isosceles Pisgah triangular points, microtools, gravers, perforators, drills, ground stone
celts, discoidals, and small discs. Shell artifacts associated with the Pisgah Phase include gorgets, ear pins, beads,
and dippers. Other stone and ceramic artifacts associated with this phase include pipes, discs, beads, animal-head
effigies, and miniature ceramic vessels (Purrington 1983: 142-144).
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Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Pisgah villages were composed of square or rectangular dwellings surrounded by stockade walls. Ceremonial
structures, such as earth lodges and flat-topped ceremonial mounds, appear to be restricted to the southwestern
portion of the Appalachian Summit. Burials, usually flexed, are often found in mounds and house floors
(Purrington 1983: 144).
Qualla Phase (ca. 500-300 B.P.)
The Qualla Phase is thought to be a manifestation of the widespread Lamar culture of northern Georgia.The
Qualla phase appeared during the Late Mississippian subperiod and continued until the removal of the Cherokee
in 1838 and 1839 (Dickens 1976: 14-15; Purrington 1983: 148). The Qualla Phase has been further divided down
into the Early Qualla (500-300 B.P.) and the Late Qualla (300-112 B.P.) (Purrington 1983: 148).
There is continuity that can be easily identified between the architectural styles, artifact types, and habits of daily
life of the Pisgah and Qualla phases. However, diagnostic artifacts, community, and regional settlements vary from
the Pisgah to the subsequent Qualla (Purrington 1983: 149). Early Qualla settlements, the densest in western North
Carolina, were located close to each other and, unlike in Pisgah Villages, palisades surrounding Qualla settlements
have not been identified. The Qualla Phase in the Appalachian Summit region also marked a major occupational
shift from the eastern and central Appalachian Mountains to the western and southern mountains (Ward and
Davis 1999:179-180).
Early Qualla ceramics maintain the older Pisgah decorative traditions while also adopting the Lamar style found to
the south. Representative exterior surface designs include complex incised designs and complicated stamped
motifs. Other diagnostic artifacts associated with the Early Qualla include small triangular shaped projectile points
and small, thick serrated points. Other stone tools include scrapers, drills, and gunflints. Ground stone artifacts
include celts, pipes, chunky stones, and pins with expanded heads (Dickens 1976: 14; Purrington 1983: 148).
3.1.5 Protohistoric Period (ca. 400-200 B.P.)
The Protohistoric Period refers to the first contact between Native Americans and Europeans. In the Appalachian
Summit region, contact occurred between A.D. 1700 and 1838.The De Soto expedition, which embarked from
Florida in 1539, arrived near present-day Hickory in Catawba County in the spring of 1540.The subsequent De
Pardo expedition traversed South Carolina, western North Carolina, and eastern Tennessee from 1566 to 1568.The
exact routes of these expeditions are still under debate. By the time of European exploration, the current project
area falls within land occupied by the Cherokee Indians.
The Protohistoric Period is represented in the Appalachian Summit region by the Late Qualla (ca. 250-112 B.P.).
Late Qualla pottery exhibits curvilinear and rectilinear designs; although bolder in form, designs were cruder in
comparison to exterior surface finishes on earlier Qualla wares. Stylistic features of vessels included globularjars
with broad shoulders and out-flaring rims, often folded, creating the appearance of a rolled lip (Ward and Davis
1999:268).
It is during this period that European manufactured items begin to appear in the archaeological record alongside
indigenous artifacts. European artifacts included copper kettles, iron tools and utensils, glass trade beads, glass
bottles, and guns. Architecture during this period also began to change, as habitations transitioned from
aboriginal style dwellings to European-style cabins. Ceremonial and civic structures, however, remained
November 2022 14

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
unchanged through the end of this period. Settlement patterns also changed during the eighteenth century;
where there were once nucleated towns, settlements began to shift towards loosely grouped houses, and
eventually moved to individual homesteads.
The Cherokee people, from 1650 on, depended increasingly on trade with the new European settlers and were
involved with European-American politics and wars. The changes seen in Late Qualla artifact assemblages and
living arrangements came as the result of acculturation of the Cherokee to Euro-American customs.This ultimately
ended with the erosion of religious, social, and political systems of the Cherokee (Dickens 1976: 15).
3.2 Historic Context
The project area is located in southeast Mitchell County, roughly 0.7-mile south of Spruce Pine, North Carolina.
3.2.1 Early Settlement
During the earliest period of European settlement in the Carolina colony, which originally included both North and
South Carolina, King Charles II granted large landholdings to the supporters who had helped return him to his
throne, including the eight original Lords Proprietors of the Carolina colony. From 1663 to 1729, the Carolina
colonies remained under the control of the proprietors and settlements were primarily along the coast. Following
disputes with neighboring colonies, the Tuscarora, and pirates, in addition to the establishment of South Carolina
as a separate, royal colony in 1719, the heirs of seven of the eight proprietors sold their property shares back to
the British crown in 1729. Following the American Revolution, under the Act of Confiscation, the property of the
Granville tract, the lands of the single remaining proprietor, was annexed to the United States (Powell 1989; Bishir
et al. 1999).
During the early eighteenth century, the interior of North Carolina was sparsely populated, as much of the
territory was still claimed by Native Americans (Alexander 1956:19).The valuable animal pelts that were available
in the wilderness areas, however, attracted hunters and fur traders to the remote regions, making them some of
the earliest white residents in the backcountry. Increased immigration to the colony and dwindling amount of
coastal land, combined with the desire of some settlers to reside far away from government controls, led to
increased population in the western part of North Carolina, near the Blue Ridge Mountains. By the 1750s, colonists
had begun encroaching on Cherokee Territory in the western part of both North and South Carolina, with many
settlers of English, German, and Scottish descent laying down roots in the area. Feeling threatened by the
westward settlement, Native American groups began attacking colonial settlers on the western frontier, leading to
increased tensions in the area (Helsley and Jones 2007; Powell 1989).
Families settled in the land that would become Western North Carolina as early as the 1740s and the territorial
expansion only increased over the next four decades; many settlers came from the South Carolina Piedmont
following the French and Indian War, while others traveled south from Pennsylvania after the Whiskey Rebellion.A
large number of these 1760s and 1770s settlements violated the Proclamation of 1763, which established the
official western boundary for settlement at the Appalachian Mountains, reserving the territory to the west for
Native Americans. In response, Governor William Tryon commissioned a survey in 1767, aiming to establish a new
boundary line, which placed territory to the west of present-day Polk County, including the project area, in
Cherokee possession (Arthur 1914:61, 67, 248; Helsley and Jones 2007).
November 2022 15

Archaeological Survey E -�
Freshwater Reservoir and Emergency Basino
Mitchell County, North Carolina
S&ME Project No. 213314
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SHPO ER No. 22-2110
During the 1770s, there was growing unrest along the coast against British rule, but many residents of the
backcountry remained generally supportive of the British, resulting in divided individual loyalties in western North
Carolina (Arthur 1914). In 1775, the state of North Carolina organized a Committee of Safety to report disloyal acts
to the government; many Loyalists moved westward to avoid prosecution and escape Regulators, increasing the
population along the western frontier(Helsley and Jones 2007). When the colonies declared their independence
from England, there was little immediate effect in the western region of the state (Arthur 1914: 97, 101; Bishir et al.
1999).
The Cherokee had remained loyal to the British, with the hope that defeat of the colonies would serve to slow the
increasing westward expansion of the settlers into lands held by the Native Americans. A number of backcountry
forts were established in the early to mid-1770s to provide protection for the settlers near the frontier, including
Potts Fort, located near Lake Lure, southeast of present-day Asheville. Skirmishes with the Cherokee and British
were common in western North Carolina, including the June 1776 Patriot rout of celebrating Cherokee forces at
Round Mountain (also known as Howard's Gap), located northwest of Tryon. Additionally, a number of western
North Carolina residents joined the Mountain Volunteers, who participated in the battle of Kings Mountain, one of
the important American victories in the Southern campaign during 1780, and Patriot forces led three major
expeditions against the Cherokee during the war, effectively increasing the safety of the area (Arthur 1914;
Dykeman 1965).
The 1785 Hopewell Treaty was the first treaty signed by the Cherokee with the federal government, and it
surrendered Cherokee land east of the Blue Ridge Mountains. Settlers of Scots Irish, English, German, Welsh, and
French descent began moving to the area, with settlement focusing on the rivers and creeks that dotted the
landscape, as they were important resources for transportation and food. The earliest land grants were given
during the 1770s, but the grants began in earnest in the 1780s, with many former Revolutionary War soldiers from
both armies, including Abraham Kuykendall, William Davis, John Jones,John Peter Corn, and Elizah Williamson,
claiming territory in the area, as well as hundreds of thousands of acres being purchased by land speculations
(Corbitt 1950:38; Helsley and Jones 2007:20).
3.2.2 Antebellum Period and Civil War
The turn of the nineteenth century saw huge growth and overpopulation in the coastal region, but the
mountainous region of the project area, due to the rough terrain, was fairly isolated for decades. Trade was sparse
and religion and government was nominal; families in the region provided enough food to subsist and owning
slaves was financially unfeasible for most.With no proper political representation due to legislative apathy for a
region so remote and far removed, protests ensued and movements called the Regulation were formed. People,
sick of corrupt and apathetic local government, took the law into their own hands in the form a vigilantism;this
became known as mountain justice.
The growth of western North Carolina was spurred by the completion of the Buncombe Turnpike in 1827.The
120-mile road started in Greenville, South Carolina and ended in Greenville, Tennessee. It simplified the difficult
trip through the mountains, provided new connections between regional markets, and boosted both the area's
population and economy.Asheville, the halfway point, grew to be an important stop; stagecoaches, merchants,
farmers, and cattle drivers all used the road to travel and conduct business. Overland travel, while easier than
before the turnpike was completed, was still difficult in the early 1800s, so export of agricultural products was
limited (Arthur 1914:182). Cattle production was a major economic force in the region.
November 2022 16

Archaeological Survey E -�
Freshwater Reservoir and Emergency Basino
Mitchell County, North Carolina j}
S&ME Project No. 213314
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SHPO ER No. 22-2110
After South Carolina declared its intention to secede from the Union, in December 1860, North Carolina was
forced to make a decision. Although the counties of rural western North Carolina were generally against North
Carolina's secession, both politicians and citizens supported the state after it declared war and joined the
Confederacy.
Although there was no official war activity in the mountains of North Carolina until 1865, this area was often used
as a safe stronghold for Confederate deserters and Union sympathizers. With the fall of eastern Tennessee to the
Union, North Carolina increased its protection forces in the western mountain regions. Beginning in March 1865,
the Union forces sought to finally subdue the Confederacy and Major General George Stoneman began his march
to Lynchburg,Virginia through western North Carolina (Van Noppen and Van Noppen 1973:8-10). After
destroying the railroad link between Virginia and Tennessee, General Stoneman's men returned to North Carolina,
eventually arriving in the area in April 1865. On April 6, Colonel George Wesley Clayton's Confederate defenders
withheld five hours of barrage by Union troops to retain Asheville, although the victory was short lived. On April
22, a brigade under General Alvan Gillem rode through Columbus on its way to Asheville, during his capture of
Asheville, General Stoneman stationed troops in Hendersonville, south of Asheville. In the months that followed
this occupation, regular Union forces, as well as bands of criminals and Confederate deserters, raided and
terrorized residents in the surrounding counties (Van Noppen and Van Noppen 1973:11-12; Fain 1980:59).
3.2.3 Mitchell County and Spruce Pine
Mitchell County was formed in 1861 from portions of Yancey, Watauga, Caldwell, Burke, and McDowell counties. It
was named in honor of Professor Elisha Mitchell of the University of North Carolina who died while exploring a
peak in the Black Mountains, which is now named Mt. Mitchell in his honor. Bakersville is the county seat and was
incorporated in 1870 (Corbitt 1950). Characterized by"a prolonged pioneering period, isolation due to
inaccessibility," and a primarily agricultural society, the county's main resource was mining and mineral processing
(Sharpe 1954). Over 50 varieties of gems and other raw minerals have been found and mined in the region.
In association with mining and mineral processing, the Penland School of Crafts was founded in the 1920s.
Originally a school to train women in the arts, the school grew in popularity and for over 30 years craftsmen from
around the world would come to learn the art of silversmithing, pottery, metal working, woodworking,
glassblowing, and other crafts. In addition to its academic importance, the school attracts tourist that view the
school's gallery and purchase the art produced by Penland students. Another tourist attraction in Mitchell County
is the Pisgah National Forest. With hundreds of acres within Mitchell County alone, hikers, campers, and other
outdoorsmen and women travel to experience the beautiful mountains.
Spruce Pine was given its name in 1859 and incorporated in 1907.The community started with The English Inn, a
tavern and in that was built at the crossroads for Marion to Bakersfield and Burnsville to Cranberry Roads. The
exact date of its construction is unknown, but the inn was purchased by Isaac English in the mid-1800s. The small
hamlet surrounding the inn began to grow and the need for a post office arose; Mrs. Alice English named the new
post office Spruce Pine after the trees she admired. The inn was the center of the community for over 200 years
and has hidden escaped Union soldiers, been witness to the founding of the English Mica Company and the
different mining endeavors throughout the region, and was the first school location in Spruce Pine that housed
the students during the week.
November 2022 17

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
The incorporation of Spruce Pine occurred when the Clinchfield Railroad made its way up the Toe River Valley
from Erwin, Tennessee. The railroad and the rapidly expanding mining business made Spruce Pine a hub of
commerce and culture for the area.The town was home to The Feldspar Company and Spruce Pine Mica.With the
decline in use of railroad to transport goods and the increasing automation of the mining industry, Spruce Pine
has felt an economic blow and it working to reinvent itself as a tourist area.With its proximity to the Blue Ridge
Parkway and it location near the edge of the Blue Ridge Escarpment, Spruce Pine is becoming a travel destination.
3.3 Previously Recorded Sites in the Vicinity of Project Area
A background literature review and record search was conducted in October 2022.The records examined at the
OSA included GIS files and site forms for archaeological sites within a one-mile search radius of the project area,
as well as copies of the reports that cover portions of the current project corridor. There are no previously
recorded aboveground resources within or adjacent to the project area therefore the HPOWEB data is not
included on the map and is not discussed below.
A review of the information from the OSA indicated there is one archaeological site and five previously conducted
surveys within a one-mile radius of the project area (Figure 3.1). The archaeological site, 31 ML102, is a prehistoric
lithic scatter that was considered not eligible for inclusion in the NRHP;the site is not within or adjacent to the
current project area. One of the surveys corresponds to the current survey area and none of the other previously
completed survey areas cover a portion of the current project area.
As part of the background research, the Price-Strother(1808) map;the McRae-Brazier(1833) map; the Kerr-Cain
(1882) map; a 1900 railway map; North Carolina Department of Transportation (NCDOT) maps from 1938, 1953,
and 1968; and United States Geological Survey (USGS) topographic maps from 1934, 1960, and 1990 were
examined.The Price-Strother map shows the project area within Buncombe County and an unnamed roadway
nearby;the area is depicted as uninhabited (Figure 3.2). The McRae-Brazier map shows the project area within
Burke County, with an unnamed road in the vicinity of the project area, and the area is depicted as uninhabited
with a few post offices in the distance to the west and south (Figure 3.3).The Kerr-Cain map shows that Mitchell
County had been established and the project area is east of roadway junction; and the community of Flat Rock is
to the northwest of the project area (Figure 3.4).
The 1900 railroad map shows one established rail line in the northeast portion of Mitchell County; a proposed rail
line is depicted in the vicinity of the project area (Figure 3.5).The USGS topographic map from 1934 shows Spruce
Pine to the north of the project area, one structure and a few unimproved roadways within the project area;two
structures are depicted along the project boundary or adjacent to the project boundary(Figure 3.6).The 1938 and
1953 NCDOT maps show little detail in the vicinity of the project area, but do show Spruce Pine and the increased
infrastructure and population surrounding the project area and town (Figures 3.7 and 3.8). The USGS topographic
map from 1960 show two structures in the southern portion of the project area, a dirt road in the eastern portion,
a jeep road in the central portion, and a pond in the southeast section; the northern parcel remains uninhabited
and at the end of the roadway near the railroad (Figure 3.9).The 1968 NCDOT map shows very little detail in and
around the project area (Figure 3.10). The USGS topographic map from 1990 shows that only one structure
remains in the southernmost corner of the project area (Figure 3.11).
November 2022 18

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FIGURE NO.
�. Background Research Map
FRESHWATER RESERVOIR AND EMERGENCY BASIN 11-10-2022 3.1
QUARTZ CORP PROJECT NUMBER
MITCHELL COUNTY, NORTH CAROLINA 213314

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
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Figure 3.2. Price-Strother Map (1808) of North Carolina, showing vicinity of the project area.
November 2022 20

Archaeological Survey Li
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina s
S&mE Project No. 213314
SHPO ER No. 22-2110
-
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Figure 3.3. Section from MacRae-Brazier Mar of 1833, showing the approximate location oft e
project area.
November 2022 21

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
r ,1
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Figure 3.4. Portion of Kerr-Cain Map, 1882, showing the approximate location of the project area.
November 2022 22

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314 µ
SHPO ER No. 22-2110
ATAe
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Figure 3.5. Portion of the railroad map (Brown 1900),showing the approximate location of the
project area.
November 2022 23

Archaeological Survey
Freshwater Reservoir and Emergency Basin .
Mitchell County, North Carolina
S&mE Project No. 213314
SHPO ER No. 22-2110
-71
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Figure &&USGS Spruce Pin topographic map (19 4),showing t thelocation oft e project are.
November 2022 24

Archaeological Sury e
Freshwater Reservoir andEmergency Basin
_
Mitchell County North Carolina _
S&v E Project No. 213314 . |
SHPOER No. 22-2110
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November 2022 25

Archaeological Survey
Freshwater Reservoir and Emergency Basin `-=
Mitchell County, North Carolina
S&ME Project No. 213314 111 E
SHPO ER No. 22-2110
r .f t 40,
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Figure 3.8. NCDOT highway map of Mitchell County (1953),showing the approximate location of
the project area.
November 2022 26

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
+i If l � • ■ I +r. I
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Figure 3.9. USGS Spruce Pine topographic map (1960),showing the location of the project area.
November 2022 27

Archaeological Survey
Freshwater Reservoir and Emergency Basin i
Mitchell County, North Carolina 111
S&ME Project No. 213314 E
SHPO ER No. 22-2110
i
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Figure 3.10. NCDOT highway map of Mitchell County (1968),showing the approximate location of
the project area.
November 2022 28

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
�.
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Figure 3.11. USGS Spruce Pine topographic map (1990),showing the location of the project area.
November 2022 29

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
4.0 Methods
4.1 Archaeological Field Methods
Fieldwork for the project was conducted from October 26 through 28, 2022, specifically, three people worked for
three days on the project.This work included an archaeological survey of the two noncontiguous areas totaling
59.01 acres. Approximately 33.48 acres was shovel tested at 20-m intervals; approximately 11.21 acres was
pedestrian survey along with judgmental shovel testing due to its low probability for containing archaeological
sites; approximately 14.32 acres was not surveyed due to standing water, excessive slope, or excessive disturbance
(Figure 4.1).
Shovel tests were at least 30 cm in diameter and excavated to sterile subsoil or at least 80 cm below surface
(cmbs), whichever was encountered first. Soil from shovel tests was screened though 1/4-inch wire mesh and soil
colors were determined through comparison with Munsell Soil Color Charts. Sites were located using a GPS unit
and plotted on USGS 7.5-minute topographic maps.Artifacts recovered during the survey were organized and
bagged by site and relative provenience within each site.
Site boundaries were determined by excavating shovel tests at 5-m intervals from positive shovel tests or surface
finds at the perimeter of each site. Sites were recorded in the field using field journals and standard S&ME site
forms and documented using digital photography and detailed site maps. State site forms were completed for
new archaeological sites and submitted to OSA once fieldwork was complete.
4.2 Laboratory Methods
With fieldwork complete, recovered artifacts were cleaned, sorted, analyzed, and labeled, at the S&ME laboratory
in Columbia, South Carolina. Artifacts were analyzed by provenience unit and classified into raw material,
technological, and functional categories based on accepted southeastern typologies and artifact classifications
used in the project vicinity.
Lithic artifacts were initially identified as either debitage (flakes and shatter) or tools. Debitage was sorted by raw
material type and size graded using the mass analysis method advocated by Ahler (1989).When present, formal
tools were classified by type, and metric attributes (e.g., length, width, and thickness) were recorded for each
unbroken tool. Projectile point typology generally follows that outlined by Coe (1964) and Justice (1987).
Historic artifacts were separated by material type and then further sorted into functional groups. For example,
historic ceramics were sorted into coarse earthenware, refined earthenware, stoneware, porcelain, colonoware, or
pipe. Glaze, slip, maker's marks, and/or decorations were noted to ascertain chronological attributes using
established references for historic materials, including Noel Hume (1969), South (1976), and Miller (1991).The
artifacts, field notes, maps, photographs, and other technical materials generated as a result of this project will be
temporarily curated at the S&ME office in Columbia, South Carolina and either returned to the landowners or
permanently curated at the OSA Research Center in Raleigh, North Carolina.
November 2022 30

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FIGURE NO.
Field Methods Map
DATE:
III S FRESHWATER RESERVOIR AND EMERGENCY BASIN 11-14-2022 4.1
QUARTZ CORP PROJECT NUMBER
MITCHELL COUNTY, NORTH CAROLINA 213314

Archaeological Survey E -�
Freshwater Reservoir and Emergency Basino
Mitchell County, North Carolina j}
S&ME Project No. 213314
� 4
SHPO ER No. 22-2110
4.3 National Register Eligibility Assessment
For a property to be considered eligible for the NRHP it must retain integrity of location, design, setting, materials,
workmanship, feeling, and association (National Register Bulletin 15:2). In addition, properties must meet one or
more of the criteria below:
are associated with events that have made a significant contribution to the broad patterns of our
history; or
are associated with the lives of persons significant in our past; or
embody the distinctive characteristics of a type, period, or method of construction, or that represent
the work of a master, or possess high artistic values, or that represent a significant and distinguishable
entity whose components may lack individual distinction; or
have yielded or may be likely to yield information important in history or prehistory.
The most frequently used criterion for assessing the significance of an archaeological site is Criterion D, although
other criteria were considered where appropriate. For an archaeological site to be considered significant, it must
have potential to add to the understanding of the area's history or prehistory. A commonly used standard to
determine a site's research potential is based on a number of physical characteristics including variety, quantity,
integrity, clarity, and environmental context (Glassow 1977). All of these factors were considered in assessing a
site's potential for inclusion in the NRHP.
November 2022 32

Archaeological Survey E -�
Freshwater Reservoir and Emergency Basino
Mitchell County, North Carolina j}
S&ME Project No. 213314
� 4
SHPO ER No. 22-2110
5.0 Results
An archaeological survey was conducted on the approximately 59.01-acre proposed project area, which is made
up of two noncontiguous areas.The larger area is roughly 58.3 acres and located northeast of NC Highway 226
and south of a portion of the North Toe River and the smaller is approximately 0.71-acre and is located north of
the North Toe River and southwest of Altapass Highway along a railroad corridor (Figures 1.1 and 1.2).Vegetation
in the larger project area consists of wooded areas and secondary growth; disturbances in the project area include
dirt roads, a dam, graded areas, and push piles; areas of standing water, steep slope over 25 percent, and large
rock outcrops were also within the project area (Figures 2.1-2.10 and 5.1 through 5.10). Based on aerial imagery,
the smaller portion of the project area was mainly wooded in the 1950s, by the 1960s portions of the project area
had been cleared and by the 1980s and 1990s, the entirety of the project area had been cleared and disturbed by
ongoing activities associated with the industry adjacent to the area (Figure 5.11-5.15). During the archaeological
survey, a total of 301 shovel tests were excavated, ranging from 10-80 cm deep.
Approximately 33.48 acres was shovel tested at 20-m intervals; approximately 11.21 acres was pedestrian survey
along with judgmental shovel testing due to its low probability for containing archaeological sites; approximately
14.32 acres was not surveyed due to standing water, excessive slope, or excessive disturbance (Figure 4.1).
There were six typical soil profiles encountered during the survey:Two transitioned from plow zone to subsoil and
consisted of either approximately 35 cm of very pale brown (10YR 8/4) sandy loam followed by 10+ cm (35-45
cmbs) of yellowish brown (10YR 5/4) sandy clay subsoil (Figure 5.16) or approximately 15 cm of light reddish
brown (2.5YR 6/4) silty loam terminating with 10+ cm (25-35 cmbs) of light red (2.5YR 6/8) silty clay subsoil
(Figure 5.17); one was identified in wet areas and consisted of approximately 20 cm of very pale brown (10YR 8/3)
sand followed by 10+ cm (20-30+ cmbs) of mottled white (10YR 8/1) and very pale brown (10YR 7/4) wet sand
(Figure 5.18); one ended at degrading rock and consisted of about 10 cm of brown (10YR 5/3) sand followed by
15+ cm (10-25+ cmbs) of mottled white (10YR 8/1) and very pale brown (10YR 7/4) degrading rock (Figure 5.19);
two terminated at various impasses and consisted of rock at the surface (Figure 5.20) or approximately 35+ cm of
very pale brown (10YR 7/4) sandy loam terminating at a rock impasse (Figure 5.21).
During the investigation one newly recorded archaeological sites (31 ML107) was identified and recorded, the site
is discussed in greater detail below.
5.1.1 Site 31ML107
Site Number: 31 ML107 NRHP Recommendation: Not Eligible
Site Type: House Site Elevation:2,560 ft AMSL
Components: 191h-201h century Landform: Hillslope
UTM Coordinates: E403595, N3973238(17N, NAD 83) Soil Type: Saunook-Thunder complex
Site Dimensions:45 m E/W x 20 m N/S Vegetation: Mixed pine and hardwood
Artifact Depth:0-25 cmbs No.of STPs/Positive STPs:26/3
Site 31 ML107 is a ninetieth to twentieth century house site located on a hillslope in the southern portion of the
project area (Figures 1.1 and 1.2).The site is located in a wooded area and measures approximately 45 m
east/west by 20 m north/south (Figures 5.22 and 5.23).
November 2022 33

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Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
y
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Figure 5.3. Dirt road within the project area,facing west.
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Figure 5.4. Pond within the project area,facing southeast.
November 2022 35

Archaeological
County,Freshwater Reservoir and Emergency Basin
Mitchell • Carolina
Project •
. 213314
SH'• ER No. 1
Figure 5.5.
Typicalpush pile within the project area, facing southeast.
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• Graded area within the project area,facing north.
November 2022 36

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SH PO ER No. 22-2110
ti � y
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Figure 5.7. Slope within the project area,facing east.
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Figure 5.8. Portion of Grassy Creek within the project area,facing southwest.
November 2022 37

Archaeological
Freshwater Reservoir and Emergency Basin
Mitchell County, North •
Project No.
SH'• ER No. 1
Figure 5.9.Typical rock outcrop 1 ' north.
Figure
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November 2022

Archaeological Survey {
Freshwater Reservoir and Emergency Basin .
Mitchell County, North Carolina | |
S&mE Project No. 213314
SHPO ER No. 22-2]]O
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November 2022 39

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina j}
S&ME Project No. 213314 �I
SHPO ER No. 22-2110
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Figure 5.12. Aerial imagery from the 1960s showing the smaller portion of the project area.
November 2022 40

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
'l V
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Figure 5.13. Aerial imagery from the 1970s showing the smaller portion of the project area.
November 2022 41

Archaeological Survey ! .�
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
F�
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Figure 5.14. Aerial imagery from the 1980s showing the smaller portion of the project area.
November 2022 42

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Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314 41
SHPO ER No. 22-2110
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Figure 5.17.The second typical soil profile that transitioned from plow zone to subsoil.
November 2022 44

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314 41
SHPO ER No. 22-2110
r
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Figure 5.18.Typical soil profile where wet soils were encountered.
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Figure 5.19.Typical soil profile where degrading rock was encountered.
November 2022 45

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314 111 E
SHPO ER No. 22-2110
"r A-
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November 2022 46

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Archaeological Survey
Freshwater Reservoir and Emergency Basin `-=
Mitchell County, North Carolina
S&ME Project No. 213314 111 E
SHPO ER No. 22-2110
i y
Figure 5.23. Overview of site 31ML107,facing east.
A total of 26 shovel tests were excavated at the site. A typical soil profile consisted of approximately 45 cm of
brown (10YR 4/3) sandy loam followed by 10+ cm (45-55+ cmbs) of strong brown (7.5YR 5/8) sandy clay subsoil
(Figure 5.24).A total of 11 historic artifacts were recovered from 0-25 cmbs in three shovel tests.The artifacts
recovered from the site included of two pieces of clear glass, one piece of plain whiteware, three pieces of metal
wire, three pieces of metal chain, and two pieces of unidentifiable iron (Appendix B). The plain whiteware dates
from 1815 to the present and the metal wire dates from 1831 to the present.
In addition to the artifacts, a partially collapsed brick and fieldstone chimney along with the remains of a field
stone wall within eastern portion of the site were noted (Figures 5.25 and 5.26). Glass jars and an old washing
machine were noted within the boundaries of the site as well (Figure 5.27).A structure is depicted at this location
on the topographic maps from 1934 through 1990 (Figures 3.6, 3.9, and 3.11) and appears on Google Earth
imagery in 1994 and is no longer extent by the time the 1998 image is taken (Figures 5.28 and 5.29).
Site 31 ML107 is a nineteenth to twentieth century house site with little remaining integrity.The structure has been
demolished and very little of the material culture remains to provide insight into the occupants' lifeways. Based on
the information presented, it is S&ME's opinion that the site is not associated with events that have made a
significant contribution to the broad patterns of history (Criterion A); is not associated with the lives of significant
persons in the past (Criterion B); does not embody the distinctive characteristics of a type, period, or methods of
construction, represent the work of a master, possess high artistic values, or represent a significant and
distinguishable entity whose components may lack individual distinction (Criterion C); and is unlikely to yield
significant information on the history of the area (Criterion D).As such, site 31 ML107 is recommended ineligible
for inclusion in the NRHP.
November 2022 48

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
e
SHPO ER No. 22-2110
E`
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Figure 5.24.Typical shovel test profile at site 31ML107.
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Figure 5.25. Flagstone and crick chimney remains at site 31ML107,facing south.
November 2022 49

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Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Ir
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Figure 5.28. Google Earth imagery from 1994 showing a structure at the location of site 31ML107.
November 2022 51

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
r
SHPO ER No. 22-2110
t ap
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Figure 5.29. Google Earth imagery from 1998 showing a structure at the location of site 31ML107.
November 2022 52

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
6.0 Summary and Recommendations
On behalf of Quartz Corp, S&ME has completed an archaeological survey for the proposed freshwater reservoir
and emergency basin located roughly 0.7-mile south of Spruce Pine, Mitchell County, North Carolina (Figures 1.1
and 1.2). The project area is made up of two noncontiguous areas, one is roughly 58.3 acres and location
northeast of NC Highway 226 and south of a portion of the North Toe River and the other is approximately 0.71-
acre and is located north of the North Toe River and southwest of Altapass Highway along a railroad corridor.
In a letter dated September 9, 2022, in response to a scoping letter submitted by S&ME, the SHPO requested that
a comprehensive archaeological survey be conducted in high probability areas that contain slope less than or
equal to 25 percent as well as a pedestrian reconnaissance in steeper area to record potential rock shelters or
historic quarry sites (Appendix A). The SHPO letter also stated that the project will have no effect on historic
structures and an architectural survey was not needed for this project. In email correspondence between Kimberly
Nagle with S&ME and Dylan Clark with the OSA, dated August 23, 2022, Ms. Nagle provided a map showing the
high probability areas that were to be systematically shovel tested due to the high probability for containing
archaeological sites. Mr. Clark agreed with the areas to be investigated on the map and the following field
methods were agreed upon:
Shovel testing at 30-m intervals with transects spaced 30-m apart; 20-m intervals should be used if
time allowed.
If sites are identified, radial shovel tests will be excavated at 15-m intervals; 5-m intervals should be
used if time allowed.
Judgmental shovel tests would be placed in areas to verify the disturbed or poorly drained nature of
the soils; disturbances would be photographed.
The remaining portions of the project area would be pedestrian surveyed looking for rockshelters,
quarry sites, or artifacts on the ground surface.
The following work was conducted in response to the SHPO letter and the presented field methods and was
carried out in general accordance with the agreed-upon scope, terms, and conditions presented in S&ME
Proposal No. 213314 PCR002, dated October 6, 2022.The APE for direct effects for the proposed undertaking is
the footprint of the project area; indirect effects were not assessed as SHPO determined that the project would
have no effect on historic structures.
Based on the accepted approach to fieldwork outlined above, approximately 33.48 acres was shovel tested at 20-
m intervals; approximately 11.21 acres was pedestrian surveyed along with judgmental shovel testing due to its
low probability for containing archaeological sites; approximately 14.32 acres was not surveyed due to standing
water, excessive slope, or excessive disturbance (Figure 4.1). Fieldwork for the project was conducted from
October 26 through 28, 2022; specifically, three people worked for three days on the project.
As a result of the investigations, one new archaeological site (31 ML107) was identified and recorded. Site
31 ML107 is a nineteenth through twentieth century house site and is recommended not eligible for inclusion in
the NRHP (Figures 1.1 and 1.2). It is the opinion of S&ME that no additional archaeological work is necessary for
the project area. If the project area changes additional cultural resource work may be necessary.
November 2022 53

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
7.0 References Cited
Adovasio,J.M., and D.R. Pedler
1996 Monte Verde and the Antiquity of Humankind in the America.Antiquity 71:573-580.
Adovasio, James M., J. Donahue, and R. Stuckenrath
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Adovasio,James M., J.D. Gunn,J. Donahue, R. Stuckenrath, J.E. Guilday, and K. Lord
1979 Meadowcroft Rocks helter—Retrospective 1977: Part I. North American Archaeologist 1:3-44.
1980a Meadowcroft Rocks helter—Retrospective 1977: Part 2. North American Archaeologist 1(2):99-137.
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1980b Yes Virginia, It Really is that Old:A Reply to Haynes and Mead.American Antiquity 45:588-595.
Ager, John, Douglas Swaim, and Talmage Powell
1981 Cabins and Castles: the History and Architecture of Buncombe County, North Carolina. Division of Archives
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Ahler, Stanley A.
1989 Mass Analysis of Flaking Debris: Studying the Forest Rather Than the Tree. In Alternative Approaches to
Lithic Analysis, edited by D.O. Henry and George H. Odell, pp.85-118.Archeological Papers of the American
Anthropological Association No. 1.
Alexander, Nancy
1956 Here Will I Dwell:the Story of Caldwell County. Rowel Press Company, Sailsbury.
Anderson, David G.
1992 Models of Paleoindian and Early Archaic Settlement in the Lower Southeast. In
Paleoindian and Early Archaic Research in the Lower Southeast.•A South Carolina Perspective, edited by D. G.
Anderson, K. E. Sassaman, and C.Judge, pp. 28-47. Council of South Carolina Professional Archaeologists,
Columbia.
Anderson, David G., and Glen T. Hanson
1988 Early Archaic Settlement in the Southeastern United States: A Case Study from the Savannah River Valley.
American Antiquity 53:262-286.
Anderson, David G., and J. W.Joseph
1988 Prehistory and History Along the Upper Savannah River: Technical Synthesis of Cultural Resource
Investigations, Richard B. Russell Multiple Resource Area. 2 vols. Gilbert/Commonwealth Associates, Inc.,
Jackson, Michigan. Submitted to Interagency Archeological Services, National Park Service, Atlanta.
November 2022 54

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Anderson, David G., Lisa O'Steen, and Kenneth E. Sassaman
1996 Environmental and Chronological Considerations. In The Paleoindian and Early Archaic Southeast. Edited by
D.G.Anderson, and K.E. Sassaman, pp. 3-15. University of Alabama Press, Tuscaloosa.
Anderson, David G., Kenneth E. Sassaman, and Christopher Judge (editors)
1992 Paleoindian and Early Archaic Period Research in the Lower Southeast:A South Carolina Perspective. Council
of South Carolina Professional Archaeologists, Columbia.
Anderson, David G., and Robert C. Mainfort, Jr.
2002 An Introduction to Woodland Archaeology in the Southeast. In The Woodland Southeast, edited by David
G.Anderson and Robert C. Mainfort,Jr., pp. 1-19. University of Alabama Press, Tuscaloosa.
Anderson, David G., and Kenneth E. Sassaman
1996 Paleoindian and Early Archaic Research in the South Carolina Area. In The Paleoindian and Early Archaic
Southeast, edited by David G.Anderson and Kenneth E. Sassaman, pp. 222-237. University of Alabama Press,
Tuscaloosa.
Arthur,John Preston
1914 Western North Carolina:A History(From 7730— 7973). The Edward Buncombe Chapter of the Daughters
of the American Revolution, Ashville. Edwards and Broughton Printing Company, Raleigh.
Bishir, Catherine W., Michael T. Southern, and Jennifer F. Martin
1999 A Guide to the Historic Architecture of Western North Carolina. The University of North Carolina Press,
Chapel Hill.
Blanton, Dennis B., and Kenneth E. Sassaman
1989 Pattern and Process in the Middle Archaic Period of South Carolina. In Studies in South Carolina
Archaeology:Essays in Honor of Robert L. Stephenson.Anthropological Studies 9. Occasional Papers of the
South Carolina Institute of Archaeology and Anthropology, University of South Carolina, Columbia, pp. 53-72.
Brown, Henry C.
1900 Railroad Map of North Carolina. North Carolina Corporation Commission. Rand McNally and Company,
Engravers, Chicago.Available at: <http:Hhdl.loc.gov/loc.gmd/g3901 p.rr002740>
Chapman, Jefferson, and James M. Adovasio
1977 Textile and Basketry Impressions from Icehouse Bottom, Tennessee.American Antiquity 42:620-625.
Coe, Joffre L.
1964 The Formative Cultures of the Carolina Piedmont.Transactions of the American Philosophical Society 54(5).
Philadelphia.
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Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Corbitt, David Leroy
1950 The Formation of the North Carolina Counties, 7663-7943. North Carolina State Department of Archives
and History, Raleigh.
Daniel, I. Randolph.Jr.
1998 Hardaway Revisited: Early Archaic Settlement in the Southeast. University of Alabama Press, Tuscaloosa.
2001 Stone Raw Material Availability and Early Archaic Settlement in the Southeastern United States.American
Antiquity 66:237-265.
Delcourt, Paul A., and Hazel R. Delcourt
1985 Quaternary Palynology and Vegetational History of the Southeastern United States. In Pollen Records of
Late-Quaternary North American Sediments, edited by V. M. Bryant Jr. and R. G. Holloway, pp. 1-37.American
Association of Stratigraphic Palynologists Foundation.
Dickens, Roy S., Jr.
1976 Cherokee Prehistory: The Pisgah Phase in the Appalachian Summit Region. University of Tennessee Press,
Knoxville.
Dillehay, T. C.
1989 Monte Verde:A Late Pleistocene Settlement in Chile. Smithsonian Press, Washington, D.C.
Dykeman, Wilma
1965 The French Broad.Wakestone Books, Newport, Tennessee.
Glassow, M.A.
1977 Issues in Evaluating the Significance of Archaeological Resources.American Antiquity 41(3):413-420.
Goodyear, Albert C., III
1974 The Brand Site: A Techno-Functional Study of a Dalton Site in Northeast Arkansas.Arkansas Archeological
Survey Research Series, No. 7.Arkansas Archeological Survey, Fayetteville.
2005 Evidence of Pre-Clovis Sites in the Eastern United States. In Paleoamerican Origins:Beyond Clovis, edited by
Robson Bonnichsen, Bradley Lepper, Dennis Standford, and Michael Waters. Center for the Study of the First
Americans, Department of Anthropology, Texas A/M University.
Goodyear, Albert C., III., James L. Michie, and Tommy Charles
1989 The Earliest South Carolinians. In Studies in South Carolina Archaeology, Essays in Honor of Robert L.
Stephenson, pp. 19-52, Anthropological Studies 9. Occasional Papers of the South Carolina Institute of
Archaeology and Anthropology, University of South Carolina, Columbia.
Griffin, James B.
1945 Ceramic Collections from Two South Carolina Sites. Papers of the Michigan Academy of Science, Arts, and
Letters 30:465-476.
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Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Heide, Gregory, and Michael Russo
2003 Investigation of the Coosaw Island Shell Ring Complex(38BU7866). Report prepared for the South Carolina
Department of Natural Resources Heritage Trust Program, by the Southeast Archaeological Center, National
Park Service, Tallahassee.
Justice, Noel D.
1987 Stone Age Spear and Arrow Points of the Midcontinental and Eastern United States. Indiana University Press,
Bloomington.
Keel, Bennie C.
1976 Cherokee Archaeology:A Study of the Appalachian Summit. The University of Tennessee Press, Knoxville.
Kerr, Washington Caruthers and William Cain
1882 North Carolina.American Geographical Society Digital Map Collection. University of Wisconsin-Milwaukee
Library. Available at: <http:Hcollections.lib.uwm.edu/cdm/ref/collection/agdm/id/346>
McAvoy,Joseph M., and Lynn McAvoy
1997 Archaeological Investigations of Site 44SX202, Cactus Hill, Sussex County, Virginia. Research Report Series
No. 8.Virginia Department of Historic Resources, Richmond.
McRae,John and Robert H. B. Brazier
1833 A New Map of the State of North Carolina, Constructed from Actual Surveys. North Carolina Maps.
University of North Carolina, Chapel Hill. Available at:
<http://dc.lib.unc.edu/cdm/singleitem/collection/ncmaps/id/181/rec/7>.
McDonald,Jerry N.
2000 An Outline of the Pre-Clovis Archeology of SV-2, Saltville,Virginia, with Special Attention to a bone Tool
Dated 14,510 yr B.P.Jeffersoniana 9:1-59.
Meltzer, David J., Donald K. Grayson, Gerardo Ardila, Alex W. Barker, Dena F. Dincauze, C. Vance Haynes, Franciso
Mena, Lautaro Nunez, and Dennis Stanford
1997 On the Pleistocene Antiquity of Monte Verde, Southern Chile.American Antiquity 62(4):659-663.
Miller, George L.
1991 A Revised Set of CC Index Values for Classification and Economic Scaling of English Ceramics from 1787 to
1880. Historical Archaeology 25:1-25.
Munsell
1994 Munsell Soil Color Charts. Munsell Color, Macbeth Division of Kollmorgen Instruments Corporation,
Baltimore, Maryland.
Noel Hume, Ivor
1970 A Guide to Artifacts of Colonial America. Alfred A. Knopf, New York.
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Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
North Carolina Department of Transportation (NCDOT)
1938 Mitchell County and Yancey County, North Carolina. State Highway Map. North Carolina State Archives,
Raleigh. Available at: <https:Hdc.lib.unc.edu/cdm/singleitem/collection/ncmaps/id/550/rec/37>
1953 Mitchell County. State Highway Map. North Carolina State Archives, Raleigh. Available at:
<https:Hdc.lib.unc.edu/cdm/singleitem/collection/ncmaps/id/8066/rec/42>
1968 Mitchell County. State Highway Map. North Carolina State Archives, Raleigh. Available at:
<https:Hdc.lib.unc.edu/cdm/singleitem/collection/ncmaps/id/4160/rec/52>
North Carolina Geological Survey
2004 North Carolina Geology[Online WWW]. Available URL:
<http://www.geology.enr.state.nc.us/usgs/geomap.htm.>
1985 "Geologic Map of North Carolina." North Carolina Geological Survey, Raleigh.
Phelps, David S.
1983 Archaeology of the North Carolina Coast and Coastal Plain:Problems and Hypotheses. In The Prehistory of
North Carolina, An Archaeological Symposium edited by Mark A. Mathis and Jeffrey J. Crow, pp. 1-51. Division
of Archives and History, North Carolina Department of Cultural Resources.
Price, Jonathan and John Strother
1808 The First Actual Survey of the State of North Carolina. North Carolina Maps. University of North Carolina,
Chapel Hill. Available at: < http://dc.lib.unc.edu/cdm/ref/collection/ncmaps/id/520>
Powell, William S.
1989 North Carolina through Four Centuries. University of North Carolina Press, Chapel Hill.
Purrington, Burton L.
1983 Ancient Mountaineers:An Overview of the Prehistoric Archaeology of North Carolina's Western Mountain
Region. In The Prehistory of North Carolina:An Archaeological Symposium, edited by Mark A. Mathis and
Jeffrey J. Crow, pp. 83-160. North Carolina Department of Cultural Resources, Division of Archives and History,
Raleigh.
Russo, Michael, and Gregory Heide
2003 Mapping the Sewee Shell Ring. Report prepared for the Francis Marion and Sumter National Forests, by the
Southeast Archaeological Center, National Park Service, Tallahassee.
Sassaman, Kenneth E.
1993 Early Pottery in the Southeast: Tradition and Innovation in Cooking Technology. University of Alabama Press,
Tuscaloosa.
Sassaman, Kenneth E., and David G. Anderson
1995 Middle and Late Archaic Archaeological Records of South Carolina: A Synthesis for Research and Resource
Management. Savannah River Archaeological Research Papers 6, 2nd edition. South Carolina Institute of
Archaeology and Anthropology, Columbia.
November 2022 58

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Sassaman, Kenneth E., I Randolph Daniel Jr., and Christopher R. Moore
2002 G.S. Lewis-East:Early and Late Archaic Occupation along the Savannah River,Aiken County, South Carolina.
Savannah River Archaeological Research Papers 12, South Carolina Institute of Archaeology and
Anthropology, Columbia.
Sassaman, Kenneth E., Mark J. Brooks, Glen T. Hanson, and David G. Anderson
1990 Native American Prehistory of the Middle Savannah River Valley:A Synthesis of Archaeological
Investigations on the Savannah River Site,Aiken and Barnwell Counties, South Carolina. Savannah River
Archaeological Research Papers 1, South Carolina Institute of Archaeology and Anthropology, Columbia.
Saunders, Rebecca, and Michael Russo
2002 The Fig Island Ring Complex(38CH42): Coastal Adaptation and the Question of Ring Function in the Late
Archaic. Report prepared for the South Carolina Department of Archives and History, Columbia.
Sharpe, Bill
1954 A New Geography of North Carolina. Sharpe Publishing Company, Raleigh.
Sondley, Foster Alexander and Theodore F. Davidson
1922 Asheville and Buncombe County. The Citizen Company, Asheville.
South, Stanley
1976 An Archeological Survey of Southeastern Coastal North Carolina. In The Institute of Archeology and
Anthropology Notebook, edited by Robert L. Stephenson, pp.1-55. University of South Carolina, Columbia.
United States Geological Survey (USGS)
1934 Spruce Pine. 15-minute topographic quadrangle.
1960 Spruce Pine. 7.5-minute topographic quadrangle.
1990 Spruce Pine. 7.5-minute topographic quadrangle.
Van Noppen, Ina Woestemeyer and John J.Van Noppen
1973 Western North Carolina Since the Civil War. Appalachian Consortium Press, Boone.
Ward, Trawick H.
1983 A Review of Archaeology in the North Carolina Piedmont:A Study of Change. In The
Prehistory of North Carolina:An Archaeological Symposium, edited by Mark A. Mathis and Jeffrey J. Crow, pp.
53-80. North Carolina Department of Cultural Resources, Division of Archives and History, Raleigh.
Ward, H. Trawick and R.P. Stephen Davis,Jr.
1999 Time Before History. The Archaeology of North Carolina. University of North Carolina Press, Chapel Hill.
Webb, Paul A., and David S. Leigh
1995 Geomorphological and Archaeological Investigations of a Buried Site on the Yadkin River Floodplain.
Southern Indian Studies 44:1-36.
November 2022 59

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina s
S&ME Project No. 213314
SHPO ER No. 22-2110
8.0 Appendix A - SHPO Correspondence
November 2022 60

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North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M.Bartos,Administrator
Governor Roy Cooper Office of Archives and History
Secretary D.Reid Wilson Deputy Secretary,Darin J.Waters,Ph.D.
September 9, 2022
Rebeckah Sims rsimsksmeinc.com
S&ME
2016 Ayrsley Town Boulevard, Suite 2-A
Charlotte,NC 28273
Re: Construct Freshwater Reservoir, Emergency Basin and Lay Down Area, Mitchell County,
ER 22-2110
Dear Ms. Sims:
Thank you for your letter of August 23, 2022, regarding the above-referenced undertaking. We have
reviewed the submission and offer the following comments:
The area of potential effects (APE) for the proposed undertaking between the North Toe River and Grassy
Creek is in an area with a high potential for cultural resources that has not been systematically surveyed
before. We recommend a comprehensive archaeological survey be conducted prior to the initiation of any
ground disturbing activities in portions of the APE with 25% or less slope. Pedestrian reconnaissance
should also be conducted in steeper areas to record any potential rock shelters or historic quarry sites.
The purpose of the survey is to identify any archaeological sites and to make recommendations regarding
their eligibility for listing in the National Register of Historic Places (NRHP). The survey should be
conducted by an experienced archaeologist who meets the Secretary of the Interior Professional
Qualifications. A list of archaeological consultants, who have conducted or expressed an interest in
contract work in North Carolina is available at https:Harchaeology.ncdcr.gov/archaeological-consultant-list.
The archaeologists listed, or any other experienced archaeologist, may be contracted to conduct the
recommended survey. Our office requests that your consultant meet with the Office of State
Archaeology Review Archaeologist to discuss appropriate field methodologies prior to the field
investigation.
One paper copy and one digital copy(PDF) of all resulting archaeological reports, as well as a digital copy
(PDF) of the North Carolina Site Form for each site recorded, should be forwarded to the Office of State
Archaeology(OSA)through this office for review and comment, as soon as they are available and in
advance of any construction activities. OSA's Archaeological Standards and Guidelines for Background
Research, Field Methodologies, Technical Reports, and Curation can be found online at:
hLtps:Harchaeology.ncdcr.gov/osa-guidelines.
Location:109 East Jones Street,Raleigh NC 27601 Mailing Address:4617 Mail Service Center,Raleigh NC 27699-4617 Telephone/Fax:[phone]-6898

ER 22-2110,September 09,Page 2 of 2
We have determined that the project as proposed will not have an effect on any historic structures.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill-Earley, environmental review coordinator, at 919-814-6579
or environmental.review(abncdcngov. In all future communication concerning this project,please cite the
above referenced tracking number.
Sincerely,
.yr Ramona Bartos, Deputy
State Historic Preservation Officer
cc: Lori Beckwith, USACE Loretta.A.Beckwith&usace.army.mil
Location:109 East Jones Street,Raleigh NC 27601 Mailing Address:4617 Mail Service Center,Raleigh NC 27699-4617 Telephone/Fax:[phone]-6898

Archaeological Survey
Freshwater Reservoir and Emergency Basin
Mitchell County, North Carolina s
S&ME Project No. 213314
SHPO ER No. 22-2110
9.0 Appendix B - Artifact Catalog
November 2022 61

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Comprehensive Archaeological Survey
Quartz Corps USA Facility
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
PREPARED FOk
QuartzThe
797 Altapass • . . .
Pine,Spruce
PREPARED B
• . . .
Columbia, SC 29210
October 2024

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Comprehensive Archaeological Survey
Quartz Corp USA Facility
Mitchell County, North Carolina
Prepared for:
The Quartz Corp USA
797 Altapass Road
Mitchell County, North Carolina 28777
Prepared by:
S&ME, Inc.
134 Suber Road
Columbia, South Carolina 29210
S&ME Project No. 213314
SHPO ER No. 21-2110
Kimberly Nagle, M.S., RPA
Principal Investigator
Authors: Clayton Moss, B.A., and Ms. Nagle
October 2024

Comprehensive Archaeological Survey
Quartz Corp USA Facility
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
Management Summary
On behalf of Quartz Corp USA, S&ME, Inc. (S&ME) has completed a comprehensive archaeological survey for the
Quartz Corp USA facility in Spruce Pine, Mitchell County, North Carolina.The project area includes a freshwater
reservoir, dam, and access road in an area that is roughly 16.3 acres in size.
Field investigations and the technical report meet the qualifications specified in the Secretary of the Interior's
Standards and Guidelines for Archaeology and Historic Preservation (Federal Register [FR] 48:44716-44742), and
the Archaeological Investigations Standards and Guidelines (North Carolina Office of State Archaeology, November
2023). Supervisory personnel meet the Secretary of the Interior's Professional Qualifications Standards set forth in
36 CFR Part 61.This report has been prepared in compliance with the National Historic Preservation Act of 1966,
as amended; the Archaeological and Historic Preservation Act of 1979; procedures for the Protection of Historic
Properties (36 CFR Part 800); and 36 CFR Parts 60 through 79, as appropriate.
In 2022, the initial scoping letter for the project was sent to the State Historic Preservation Office (SHPO) to begin
the Section 106 consultation process.The projects focus was for the freshwater reservoir and emergency basin
and totaled roughly 60 acres. In a letter dated September 9, 2022, the SHPO requested a comprehensive
archaeological survey be conducted in areas with a slope of less than 25 percent and pedestrian survey of areas
with steep slope;the project was determined to not have an effect on historic structures so an architectural survey
was not requested (ER Number 22-2110; Appendix A). In November 2022, an archaeological survey was
conducted of the 60 acres, located to the west of the current project area.The 2022 survey identified one new
archaeological site (31 ML107), a nineteenth through twentieth century house site that was recommended
ineligible for the National Register of Historic Places (NRHP). No additional archaeological work was
recommended for the 2022 survey area.
The current survey area is located east of the previously surveyed area. The field methods agreed to in 2022 are
the same that was used for this investigation. The goals of the comprehensive survey were to identify
archaeological sites within the project area using shovel testing in the areas that have less than 25 percent slope
and have not been extensively disturbed by existing mining activities. In addition to shovel testing, areas with 25
percent slope or greater were pedestrian surveyed and visually inspected in an attempt to identify and record rock
shelters.
As a result of the reconnaissance survey, one archaeological site (31 ML112) was identified and recorded within the
project area. Site 31 ML112 is a nineteenth to twentieth century ceramic isolate located in the southern portion of
the project area. Based on the results of the survey, no other artifacts or features were discovered in association
with site 31 ML112. Site 31 ML112 is recommended not eligible for inclusion in the NRHP.
Overall, the project area contained no intact soil horizon and portions of the project area had been previously
disturbed by mining activity. The single artifact recovered was within the plow zone and no other artifacts or
cultural material/feature were identified within the project area. Based on the results of the survey, it is the opinion
of S&ME that no additional archaeological work is recommended for the project area.
October 2024 i

Comprehensive Archaeological Survey
Quartz Corp USA Facility
Mitchell County, North Carolina .�
S&ME Project No. 213314 rtI
SHPO ER No. 22-2110
Table of Contents
ManagementSummary.............................................................................................................. i
Tableof Contents.......................................................................................................................ii
1.0 Introduction .......................................................................................................................1
2.0 Environmental Setting.....................................................................................................4
2.1 Location and Land Use..................................................................................................................4
2.2 Geology and Topography.............................................................................................................4
2.3 Hydrology.......................................................................................................................................4
2.4 Climate.............................................................................................................................................4
2.5 Soils ................................................................................................................................................13
3.0 Archaeological and Historical Background...............................................................15
3.1 Background Research..................................................................................................................15
3.2 Previous Archaeological Investigations....................................................................................15
3.3 Summary of Archaeological Research.......................................................................................17
3.4 Summary of Local History..........................................................................................................18
3.5 Archaeological Potential..............................................................................................................20
4.0 Methodology....................................................................................................................24
4.1 Field Methods...............................................................................................................................24
4.2 Laboratory Methods.....................................................................................................................24
5.0 Results...............................................................................................................................26
5.1.1 Site 31ML112..................................................................................................................................33
6.0 Significance Evaluations and Recommendations ....................................................36
6.1 Significance Evaluation...............................................................................................................36
6.2 Recommendations........................................................................................................................37
7.0 References Cited..............................................................................................................38
8.0 Appendix A — SHPO Correspondence........................................................................41
9.0 Appendix B — Artifact Catalog......................................................................................42
October 2024 ii

Comprehensive Archaeological Survey
Quartz Corp USA Facility ~
Mitchell County, North Carolina
S&ME Project No. 213314 I
SHPO ER No. 22-2110
List of Figures
Figure 1.1.Map of Mitchell County showing the location of the project area.................................................2
Figure 1.2.Topographic map showing project area.............................................................................................3
Figure 2.1.Aerial map showing project area. .......................................................................................................5
Figure 2.2.Typical wooded area within the project area, facing south.............................................................6
Figure 2.3.Typical secondary growth within the project area,facing northwest............................................6
Figure 2.4.Typical pine trees within the project area,facing northwest. .........................................................7
Figure 2.5.Building within the project area,facing northwest. .........................................................................7
Figure 2.6. Gravel road within the project area,facing north.............................................................................8
Figure 2.7.Typical dirt road within the project area,facing south....................................................................8
Figure 2.8.A powerline corridor within the project area,facing east. ..............................................................9
Figure 2.9.Buried utilities within the project area,facing south........................................................................9
Figure 2.10.A concrete and metal support within the project area,facing northeast...................................10
Figure 2.11.Mine spoils within the project area,facing east............................................................................10
Figure 2.12.Rock outcrop within the project area,facing northeast. ..............................................................11
Figure 2.13.Area of greater than 25 percent slope within the project area,facing east................................11
Figure 2.14.Pond/open pit mine within the northeastern portion of the project area,facing east.............12
Figure 2.15.North Toe River along the northern border of the project area,facing northeast....................12
Figure 2.16. Grassy Creek along the western border of the project area,facing west...................................13
Figure 2.17.Aerial map showing soil types within the project area................................................................14
Figure 3.1.Topographic map showing previously recorded resources within two miles of the project
area............................................................................................................................................................................16
Figure 3.2.Portion of the 1900 railroad map,showing vicinity of the project area.......................................20
Figure 3.3.A portion of the USGS 15' Spruce Pine topographic quadrangle(1934), showing vicinity of the
projectarea...............................................................................................................................................................21
Figure 3.4.A portion of the USGS 7.5' Spruce Pine topographic quadrangle(1960), showing vicinity of the
projectarea...............................................................................................................................................................21
Figure 3.5.Aerial map showing probability areas within the project area.....................................................23
Figure 5.1.Aerial map showing shovel test locations........................................................................................27
Figure 5.2.Typical wooded area within the project area,facing south...........................................................28
Figure 5.3.Typical secondary growth within the project area,facing south..................................................28
October 2024 iii

Comprehensive Archaeological Survey
Quartz Corp USA Facility
Mitchell County, North Carolina 111
S&ME Project No. 213314 E
SHPO ER No. 22-2110
Figure 5.4.Typical building within the project area,facing southeast............................................................29
Figure 5.5.Typical gravel road within the project area,facing northwest. ....................................................29
Figure 5.6.Typical dirt road within the project area,facing southwest..........................................................30
Figure 5.7.A powerline corridor within the project area,facing northeast....................................................30
Figure 5.8. Grassy Creek along the western border of the project area,facing southwest...........................31
Figure 5.9.The typical soil profile that transitioned from plow zone to subsoil. ..........................................31
Figure 5.10.Typical soil profile in disturbed areas............................................................................................32
Figure 5.11.The typical soil profile where degrading rock was encountered. ..............................................32
Figure 5.12.The typical soil profile a rock impasse was encountered. ...........................................................33
Figure 5.13. Site map for site 31ML112................................................................................................................34
Figure 5.14.Overview of site 31ML112, facing south........................................................................................35
Figure 5.15.Typical shovel test profile at site 31ML112....................................................................................35
List of Tables
Table 2.1. Specific soil types found within the project area..............................................................................13
Table 3.1. Previously recorded archaeological sites within two miles of the project area............................15
October 2024 iv

Comprehensive Archaeological Survey r
Quartz Corp USA Facility
Mitchell County, North CarolinaII
S&ME Project No. 213314
SHPO ER No. 22-2110
1.0 Introduction
On behalf of Quartz Corp USA, S&ME, Inc. (S&ME) has completed a comprehensive archaeological survey for the
Quartz Corp USA facility in Spruce Pine, Mitchell County, North Carolina (Figure 1.1 and 1.2).The project area
includes a freshwater reservoir, dam, and access road in an area that is roughly 16.3 acres in size. The project area
is bound to the north by the North Toe River, to the west by Grassy Creek, and to the south and east by wooded
parcels.The scope of work and goals for this project was to complete a comprehensive archaeological survey to
determine if archaeological sites are within the project area, if they are significant, and to determine what type of
effect the project would have on them.
Field investigations and the technical report meet the qualifications specified in the Secretary of the Interior's
Standards and Guidelines for Archaeology and Historic Preservation (Federal Register [FR] 48:44716-44742), and
the Archaeological Investigations Standards and Guidelines (North Carolina Office of State Archaeology, November
2023). Supervisory personnel meet the Secretary of the Interior's Professional Qualifications Standards set forth in
36 CFR Part 61.This report has been prepared in compliance with the National Historic Preservation Act of 1966,
as amended; the Archaeological and Historic Preservation Act of 1979; procedures for the Protection of Historic
Properties (36 CFR Part 800); and 36 CFR Parts 60 through 79, as appropriate.This project is an addition in acreage
to a project from 2022. In 2022, as part of the Section 106 consulting process, the SHPO was provided the
opportunity to comment on the project and in a letter dated September 9, 2022, the SHPO requested a
comprehensive archaeological survey of the project area with a slope less than 25 percent and a pedestrian survey
of areas with steep slope in an attempt to identify rockshelters; the project was determined to not have an effect
on historic structures so an architectural survey was not completed (ER Number 22-2110;Appendix A). This report
covers the new addition to the project area using the field methods discussed with the OSA reviewer in 2022.
Fieldwork for the project was completed on September 16 and 17, 2024; Kimberly Nagle, M.S., RPA, served as
Principal Investigator and was assisted in the field by Senior Crew Chief Kelli Hajek, B.A., RA and Crew Chief
Clayton Moss, B.A.The report was written and graphics were created by Mr. Moss; artifact analysis was completed
by Ms. Hajek; Ms. Nagle senior reviewer the report.
October 2024 1

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Comprehensive Archaeological Survey r
Quartz Corp USA Facility
Mitchell County, North CarolinaII
S&ME Project No. 213314
SHPO ER No. 22-2110
2.0 Environmental Setting
2.1 Location and Land Use
The project area is roughly 16.3 acres in size and is currently approximately 60 percent wooded and 40 percent
mining operation (Figure 2.1). Prior to the 1960s the project area was 100 percent wooded. Sometime before
1962, an open pit mine was developed in the northern portion of the project area covering about 20 percent of
the project area and the remaining 80 percent of the project area was wooded, by the 1980s the mine had
expanded into its roughly current configuration covering roughly 40 percent of the project area and the
remaining 60 percent of the project area is wooded.
Vegetation in the project area consists of wooded areas and secondary growth; disturbances include buildings,
gravel roads, dirt roads, a powerline corridor, buried utilities, and a concrete and metal support; the northern
portion of the project area has been disturbed by mining operations; portions of the project area contain large
rock outcrops and slope greater than 25 percent;the North Toe River flows along the northern border of the
project area and Grassy Creek flows along its western border (Figures 2.2 through 2.16).
2.2 Geology and Topography
The project area is located in an area referred to as the Blue Ridge physiographic province. The Blue Ridge is an
area composed of a mixture of igneous, sedimentary, and metamorphic rocks that date to approximately one to
one-and-a-half billion years old and have been squeezed, fractured, faulted, and twisted into folds (North Carolina
Geological Survey [NCGS] 2004).The province is known for deposits of feldspar, mica, and quartz-based material.
Within the project area, elevations range from approximately 2,670 ft above mean sea level (AMsL), in the
southeastern corner of the project area to 2,520 ft AMsL, along the North Toe River in the northern boundary of
the project area (Figure 1.2).
2.3 Hydrology
The project area is contained within the French Broad drainage basin,which runs north-south, bisecting North
Carolina's western edge.The North Toe River flows along the northern boundary of the project area and a
tributary of the river, Grassy Creek, flows along the western border (Figures 1.2 and 2.1). Grassy Creek meets with
the North Toe River in the northwestern corner of the project area and the North Toe River flows northwest into
the Cane River to form the Nolichucky River approximately 17 miles northwest of the project area.
2.4 Climate
The climate of Mitchell County varies greatly from the high mountains to the low rolling hills to the flood plains of
the river valleys.The winter low temperature is usually 22T and the average summer high temperature is about
81T. Total mean annual precipitation is 66 inches with the average seasonal snowfall is 13 inches.
October 2024 4

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� DATE:
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MITCHELL COUNTY, NORTH CAROLINA PROJECT NUMBER
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Quartz Corp USA Facility `
Mitchell County, North Carolina I
S&ME Project No. 213314
SHPO ER No. 22-2110
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Figure 2.5. Building within the project area, facing northwest.
October 2024 7

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Quartz Corp USA Facility
Mitchell County, North Carolina s
S&ME Project No. 213314
SHPO ER No. 22-2110
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Figure 2.9. Buried utilities within the project area, facing south.
October 2024 9

Comprehensive Archaeological Survey
Quartz Corp USA Facility
Mitchell County, North Carolina
S&ME Project No. 213314 I
SHPO ER No. 22-2110
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Figure 2.10. A concrete and metal support within the project area, facing northeast.
Figure 2.11. Mine spoils within the project area,facing east.
October 2024 10

Comprehensive Archaeological Survey
Quartz Corp USA Facility
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
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Figure 2.13. Area of greater than 25 percent slope within the project area,facing east.
October 2024 11

Comprehensive Archaeological Survey
Quartz Corp USA Facility
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
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Figure 2.14. Pond/open pit mine within the northeastern portion of the project area,facing east.
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October 2024 12

Comprehensive Archaeological Survey
Quartz Corp USA Facility
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
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Figure 2.16. Grassy Creek along the western border of the project area,facing west.
2.5 Soils
There are three soil types located within the project area (Figure 2.17);their descriptions can be found in Table 2.1
(USDA Web Soil Survey, Accessed September 11, 2024).
Table 2.1. Specific soil types found within the project area.
Soil Name Type Drainage Location Slope Acreage (%)
Saunook-Thunder complex Well drained Mountain slopes 15-30% 2.4(14.7%)
Udorthents Loamy Well drained Mine spoil 0-50% 6.6(40.4%)
Watauga Sandy loam Well drained Ridges 8-15% 7.3 (44.9%)
October 2024 13

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GIS BASE LAYERS OBTAINED FROM USDA WEB SOIL SURVEY.THIS MAP IS FOR INFORMATIONAL
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FIGURE NO.
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DATE:I�� 9-11-24 2.1/n
QUARTZ CORP USA FACILITY PROJECT NUMBER
MITCHELL COUNTY, NORTH CAROLINA 213314

Comprehensive Archaeological Survey
Quartz Corp USA Facility s
Mitchell County, North Carolina + AdWW
S&ME Project No. 213314 �I
SHPO ER No. 22-2110
3.0 Archaeological and Historical Background
The cultural context of the region is reviewed below for two purposes:first, to outline previous research in the
region and the nature of historic and prehistoric resources that might be expected in the project area, and second,
to provide a comparative framework in which to place resources identified within the project area in order to
better understand their potential significance and NRHP eligibility.
3.1 Background Research
Background research was conducted at the North Carolina Office of State Archaeology (OSA) and at the SHPO in
Raleigh by Clayton Moss in September 2024. The records examined at SHPO included a review of National
Register and survey files for properties listed in or eligible for inclusion in the National Register and an
examination of HPOWEB, a GIS-based program containing information about aboveground historic resources in
North Carolina. Records examined at OSA included master archaeological site maps, state archaeological site files,
and associated archaeological reports. The area examined was a two-mile radius around the project area.
Online sources and a variety of professional journals and books were consulted to generate a more localized
prehistoric and historic context for the project area.
3.2 Previous Archaeological Investigations
A review of the files and records at OSA indicated there are five previously recorded archaeological sites and 11
previously conducted cultural resource surveys within two miles of the project area (Figure 3.1, Table 3.1). None of
the previously recorded archaeological sites are within or adjacent to the project area. One of the previously
conducted surveys is adjacent to the western border of the current project area; this is the 2022 survey S&ME
conducted for the initial project area.
Table 3.1. Previously recorded archaeological sites within two miles of the project area.
Site No. Description NRHP Eligibility Discovery Method
31 ML002 Prehistoric lithic scatter Unassessed Not Specified
31 ML021 Historic North Toe River dam Not Eligible Surface
31 ML078 Prehistoric lithic and ceramic scatter Not Eligible Surface/Subsurface
31 ML102 Prehistoric lithic scatter Not Eligible Surface/Subsurface
31ML107 19t"to 201"century house Not Eligible Surface/Subsurface
October 2024 15

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Y.
` INFORMATION,UNLESS STATED OTHERWISE.
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FIGURE NO.
Background Map
� DATE:
II 1 S QUARTZ CORP USA FACILITY 9/11/2024 3.1
MITCHELL COUNTY, NORTH CAROLINA PROJECT NUMBER
213314

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Quartz Corp USA Facility
Mitchell County, North CarolinaII
S&ME Project No. 213314
SHPO ER No. 22-2110
3.3 Summary of Archaeological Research
The project area is located in southeastern Mitchell County in the northwestern portion of the Blue Ridge
physiographic region. Some of the research conducted in the Blue Ridge over the last 20 years involves reshaping
or refining the ideas and theories that were developed 40 to 50 years ago.
In examining raw material at archaeological sites, researchers are looking to find patterns of raw material
preference, reconstruct trade and mobility ranges, and see if material preference over time changes. In 2014,
Whyte expanded on the concept of secondary lithic recycling, specifically in the Appalachian Summit (Whyte
2014).While this concept has been recognized, its influence of the data collected has not consistently been
considered (Amick 2007; Keel 1976; Sassaman 1993;Ward and Davis 1999). Whyte examined two rockshelters and
found evidence that more projectile points were recycled than anticipated during the Early Woodland. In
continuing the research, archaeologists can allow for a refined settlement pattern, usage analysis of lithic material,
and a refined exchange system. Some researchers are testing the idea of secondary recycling on lithic artifacts to
ensure future research will know what to look for (Coco et al. 2020).
Settlement and utilization of the landscape varies from archaeological site to archaeological site, over time
patterns emerge and assumptions are made regarding locations of archaeological sites and what is expected
within certain types of archaeological sites. In 2011, Classen and Compton suggested that rockshelters in western
North Carolina were more than the habitation sites they had been classified as.The research conducted suggested
a possible use as ritual sites based on fauna, burial position, rock art, and other landscape features. The authors
stated that rockshelters should possibly be viewed as retreats for a single person or a group for less than 48 hours
given the typical size of a rockshelter and the types and volume of artifacts identified/recovered. The conclusion of
the article suggested that rockshelters in western North Carolina should be evaluated with a more critical eye
instead of jumping to use as a general habitation site and additional analysis should be completed on artifacts
recovered and additional metric and siding information should be gathered on faunal remains recovered.
Although the focus is on western North Carolina in the article researched, the same concepts apply to the
Appalachian Summit where rockshelters are crucial sites in understanding the lives of the prehistoric people in the
region.
The Middle Woodland subperiod is a poorly understood time, some portions of the Eastern United States have
monumental architecture and an elaborate exchange network, while other areas have artifact scatters and
extremely limited data from the archaeological sites examined. In the Appalachian Summit region, the Middle
Woodland is largely differentiated by their ceramic and architectural traditions. In 2014, Alice Wright proposed,
using data gathered from an archaeological site in Haywood County(Garden Creek Site), that perhaps the
framework researchers had been using to interpret Middle Woodland sites was too unilinear (Wright 2014). Using
a variety of methods (collections-based research, geophysical survey, targeted excavation, and C14 dating), Wright
was able to see two distinct shifts during the Middle Woodland occupation of the site suggesting that there were
changes in the relationships between the Appalachian Summit, the Hopewellian Midwest, and the greater
Southeast during the subperiod (Wright 2014). Wright's investigation suggests that detailed site histories are
necessary to compliment the broad frameworks that often insufficient to explain the diverse cultural components
and changes of many cultures in the southeast (Wright 2014).
The archaeology of underrepresented groups in history has increased since the 1990s, specifically, research and
archaeology into the lifeways and documentation of the enslaved.The number of enslaved in North Carolina was
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high, but due to the smaller land holdings and less affluent individuals in the western side of the state, the number
of enslaved people at each property was much smaller in number than the plantations along the coast and has
not been the focus of historians (Smith 2013). Although African Americans were primarily the enslaved, Native
Americans were also enslaved and trafficked throughout the southeast; the tasks typically thought to be
completed by the enslaved were agriculture and farming, however, in the Appalachian Summit, mining demanded
the most enslaved workers other than farming, and public works, like the railroad, profited from the work of the
enslaved (Whisnant and Whisnant 2020). Enslaved cemeteries are important archaeological sites that allow for the
enslaved to express who they were and is one of the only remaining records of their lives (Jamieson 1995; King
2010; Little 1989; Patch 2021;Vlach 1991). Enslaved cemeteries typically follow the traditional folk cemetery
pattern with fieldstone markers, family groupings, east-west orientation, proximity to water, and on high, dry
ground; they are generally located on marginal ground that was considered unproductive and are within one mile
of the plantation home (King 2010; Matternes and Richey 2014; Patch 2021; Rainville 2014). Cemeteries in general
are a threatened resource, enslaved cemeteries are increasingly threatened as they are typically less visible and
located in areas likely for development (Lemke 2020).
3.4 Summary of Local History
The project area is located in southeastern Mitchell County, south of Spruce Pine, near the border of North
Carolina and Tennessee.
During the early eighteenth century, the interior of North Carolina was sparsely populated, as much of the
territory was still claimed by Native Americans (Alexander 1956:19). The valuable animal pelts that were available
in the wilderness areas, however, attracted hunters and fur traders to the remote regions, making them some of
the earliest white residents in the backcountry. Increased immigration to the colony and dwindling amount of
coastal land, combined with the desire of some settlers to reside far away from government controls, led to
increased population in the western part of North Carolina, near the Blue Ridge Mountains. By the 1750s, colonists
had begun encroaching on Cherokee Territory in the western part of both North and South Carolina, with many
settlers of English, German, and Scottish descent laying down roots in the area. Feeling threatened by the
westward settlement, Native American groups began attacking colonial settlers on the western frontier, leading to
increased tensions in the area (Powell 1989).A large number of these 1760s and 1770s settlements violated the
Proclamation of 1763, which established the official western boundary for settlement at the Appalachian
Mountains, reserving the territory to the west for Native Americans. In response, Governor William Tryon
commissioned a survey in 1767, aiming to establish a new boundary line, which placed territory to the west of
present-day Polk County, including the project area, in Cherokee possession (Arthur 1914:61, 67, 248).
The Cherokee had remained loyal to the British, with the hope that defeat of the colonies would serve to slow the
increasing westward expansion of the settlers into lands held by the Native Americans.A number of backcountry
forts were established in the early to mid-1770s to provide protection for the settlers near the frontier.The 1785
Hopewell Treaty was the first treaty signed by the Cherokee with the federal government, and it surrendered
Cherokee land east of the Blue Ridge Mountains. Settlers of Scots Irish, English, German, Welsh, and French
descent began moving to the area, with settlement focusing on the rivers and creeks that dotted the landscape, as
they were important resources for transportation and food. The earliest land grants were given during the 1770s,
but the grants began in earnest in the 1780s, with many former Revolutionary War soldiers from both armies,
including Abraham Kuykendall, William Davis, John Jones, John Peter Corn, and Elizah Williamson, claiming
October 2024 18

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territory in the area, as well as hundreds of thousands of acres being purchased by land speculations (Corbitt
1950:38).
The Appalachian Summit area had rough terrain and was fairly isolated at the turn of the century. Trade was
sparse and religion and government was nominal;families in the region provided enough food to subsist.With no
proper political representation due to legislative apathy for a region so remote and far removed, protests ensued
and movements called the Regulation were formed. People, sick of corrupt and apathetic local government, took
the law into their own hands in the form of vigilantism; this became known as mountain justice.
The growth of western North Carolina was spurred by the completion of the Buncombe Turnpike in 1827.The
120-mile road started in Greenville, South Carolina and ended in Greenville, Tennessee. It simplified the difficult
trip through the mountains, provided new connections between regional markets, and boosted both the area's
population and economy.Asheville, the halfway point, grew to be an important stop; stagecoaches, merchants,
farmers, and cattle drivers all used the road to travel and conduct business. Overland travel, while easier than
before the turnpike was completed, was still difficult in the early 1800s, so export of agricultural products was
limited (Arthur 1914:182). Cattle production was a major economic force in the region.
Mitchell County was formed in 1861 from portions of Yancey, Watauga, Caldwell, Burke, and McDowell counties. It
was named in honor of Professor Elisha Mitchell of the University of North Carolina who died while exploring a
peak in the Black Mountains, which is now named Mt. Mitchell in his honor. Bakersville is the county seat and was
incorporated in 1870 (Corbitt 1950). Characterized by"a prolonged pioneering period, isolation due to
inaccessibility," and a primarily agricultural society, the county's main resource was mining and mineral processing
(Sharpe 1954). Over 50 varieties of gems and other raw minerals have been found and mined in the region.
In association with mining and mineral processing, the Penland School of Crafts was founded in the 1920s.
Originally a school to train women in the arts, the school grew in popularity and for over 30 years craftsmen from
around the world would come to learn the art of silversmithing, pottery, metal working, woodworking,
glassblowing, and other crafts. In addition to its academic importance, the school attracts tourists that view the
school's gallery and purchase the art produced by Penland students. Another tourist attraction in Mitchell County
is the Pisgah National Forest.With hundreds of acres within Mitchell County alone, hikers, campers, and other
outdoorsmen and women travel to experience the beautiful mountains.
Spruce Pine was given its name in 1859 and incorporated in 1907.The community started with The English Inn, a
tavern and inn that was built at the crossroads for Marion to Bakersfield and Burnsville to Cranberry Roads. The
exact date of its construction is unknown, but the inn was purchased by Isaac English in the mid-1800s.The small
hamlet surrounding the inn began to grow and the need for a post office arose; Mrs.Alice English named the new
post office Spruce Pine after the trees she admired.The inn was the center of the community for over 200 years
and has hidden escaped Union soldiers, been witness to the founding of the English Mica Company and the
different mining endeavors throughout the region, and was the first school location in Spruce Pine that housed
the students during the week.
The incorporation of Spruce Pine occurred when the Clinchfield Railroad made its way up the Toe River Valley
from Erwin, Tennessee (Figure 3.2).The railroad and the rapidly expanding mining business made Spruce Pine a
hub of commerce and culture for the area. The town was home to The Feldspar Company and Spruce Pine Mica.
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Comprehensive Archaeological Survey
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Mitchell County, North Carolina .ram►
S&ME Project No. 213314
SHPO ER No. 22-2110
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Figure 3.2. Portion of the 1900 railroad map, showing vicinity of the project area.
The 1934 and 1960 United States Geological Survey (USGS) Spruce Pine topographic maps show that a mine was
developed in the northern portion of the project area (Figures 3.3 and 3.4). With the decline in use of the railroad
to transport goods and the increasing automation of the mining industry, Spruce Pine has felt an economic blow
and it is working to reinvent itself as a tourist area.With its proximity to the Blue Ridge Parkway and its location
near the edge of the Blue Ridge Escarpment, Spruce Pine is becoming a travel destination.
3.5 Archaeological Potential
In general, the most significant variables for determining site location are distance to a permanent water source,
proximity to a wetland or other ecotone, slope, and soil drainage. Prehistoric sites tend to occur on relatively level
areas such as ridge tops or knolls, with well drained soils that are near a permanent water source or wetland.
Historic home sites tend to be located on well-drained soil near historic roadways.
October 2024 20

Comprehensive Archaeological Survey
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S&ME Project No. 213314
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67 A,
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of the project area.
October 2024 21

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i
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S&ME Project No. 213314 �I
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High and low probability areas are defined as:
Low Probability. Areas with slopes greater than 25 percent; areas of poorly drained soil (as determined
by subsurface inspection); and areas that have been previously disturbed to such a degree that
archaeological materials, if present, are no longer in context. Documentation of disturbance can
include recent aerial photographs, ground views, or maps showing the disturbance (e.g., recent
construction).
High Probability.Areas that are relatively elevated, better drained lands within 100 meters of a
permanent water source, and/or do not meet any of the foregoing criteria.
Based on soil characteristics, topography, historic maps, and distance to a permanent water source, 6.5 acres (39.9
percent) the project area is considered high probability for containing archaeological sites; the remaining 9.8 acres
(60.1 percent) are considered low probability due to slopes greater than 25 percent and disturbances from
existing mining activities (Figure 3.5).
Based on the probability model, prehistoric sites could be identified during the survey due to the presence of
well-drained soils within the project area, the presence of prehistoric archaeological sites within two miles of the
project area, and the proximity of the project area to a major water source. Historic sites may be present within
the project area due to the proximity of the project area to major roadways and the presence of historic sites
within two miles of the project area.
Based on the investigations within the project area, potential research questions for the region could include:
Do the types of historic sites identified provide additional information settlement patterns and
subsistence activities in an area that was largely secluded until the mid-1800s?
Do the prehistoric sites identified help refine the culture history of the region for time periods or
subperiods where the data is lacking?
Do the prehistoric artifacts identified help to further explore the research into secondary lithic
recycling?
Can information be obtained that adds data and information to the history of mining within the
region?
October 2024 22

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� DATE:
Ill
S QUARTZ CORP USA FACILITY 9-12-24 3.5
MITCHELL COUNTY, NORTH CAROLINA PROJECT NUMBER
213314

Comprehensive Archaeological Survey
Quartz Corp USA Facility s
Mitchell County, North Carolina + AHVW
S&ME Project No. 213314 �I
SHPO ER No. 22-2110
4.0 Methodology
4.1 Field Methods
The OSA reviewer(Dylan Clark) was consulted via email on August 23, 2022, regarding the survey methods for the
initial survey and they are outlined below; during the current survey, the same approach was used:
Shovel testing at 30-m intervals with transects spaced 30-m apart; 20-m intervals should be used if
time allowed.
If sites are identified, radial shovel tests will be excavated at 15-m intervals; 5-m intervals should be
used if time allowed.
Judgmental shovel tests would be placed in areas to verify the disturbed or poorly drained nature of
the soils; disturbances would be photographed.
The remaining portions of the project area would be pedestrian surveyed looking for rockshelters,
quarry sites, or artifacts on the ground surface.
The work associated with the comprehensive archaeological survey of roughly 16.3 acres included a mixture of
pedestrian survey and shovel testing. The pedestrian survey was completed in areas of slope that was greater than
25 percent to identify rockshelters, quarry sites, or artifacts on the ground surface. A pedestrian survey was also
completed within the northern portion of the project area due to the existing disturbances;judgmental shovel
testing was completed in areas that appeared less disturbed. Shovel testing was completed in the remaining
portions of the project area.
A total of 47 shovel tests were excavated within the project area. Shovel tests were at least 30 cm in diameter, and
were excavated 10 cm into sterile subsoil; within the project area, most shovel tests transitioned from plow zone
to subsoil, some terminated at a rock impasse, and others were disturbed due to previously completed mining
activities within the project area. There were 35 shovel tests excavated within the high probability area and in
areas with less than 25 percent slope; 12 shovel tests were placed in areas that had been disturbed to ensure the
soils were truly disturbed. Soil from shovel tests was screened though 1/4-inch wire mesh and soil colors were
determined through comparison with Munsell Soil Color Charts.Archaeological sites were located using a GPS
unit and plotted on USGS 7.5-minute topographic maps.Artifacts recovered during the survey were organized
and bagged by site and relative provenience within each site.
Site boundaries were determined by excavating shovel tests at 15-m intervals radiating out in a cruciform pattern
from positive shovel tests or surface finds at the perimeter of each site. Sites were recorded in the field using field
journals and standard S&ME site forms, and documented using digital photography and detailed site maps. State
site forms were completed for archaeological sites and will be submitted to OSA with the report.
4.2 Laboratory Methods
With fieldwork complete, recovered artifacts were cleaned, sorted, analyzed, and labeled, at the S&ME laboratory
in Columbia, South Carolina. Artifacts were analyzed by provenience and classified into raw material,
technological, and functional categories based on accepted southeastern typologies and artifact classifications
used in the project vicinity.
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Historic artifacts were separated by material type and then further sorted into functional groups. For example,
historic ceramics were sorted into coarse earthenware, refined earthenware, stoneware, porcelain, colonoware, or
pipe. Glaze, slip, maker's marks, and/or decorations were noted to ascertain chronological attributes using
established references for historic materials, including Noel Hume (1969), South (1976), and Miller(1991). The
artifacts, field notes, maps, photographs, and other technical materials generated as a result of this project will be
temporarily curated at the S&ME office in Columbia. After conclusion of the project, the landowner has requested
the artifacts be returned.
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5.0 Results
Fieldwork for the project was conducted on September 16 and 17, 2024; specifically, two people worked a total of
10 hours on the project area.The project area was surveyed using a mixture of shovel testing and pedestrian
survey techniques; a total of 47 shovel tests were excavated within the project area (Figure 5.1). Roughly 30
percent of the project area was pedestrian surveyed during the survey and the shovel testing covered
approximately 70 percent of the project area.
Vegetation in the project area consists of wooded areas and secondary growth; disturbances include buildings,
gravel roads, dirt roads, a powerline corridor, buried utilities, and a concrete and metal support; the northern
portion of the project area has been disturbed by mining operations; portions of the project area contain large
rock outcrops and slope greater than 25 percent;the North Toe River flows along the northern border of the
project area and Grassy Creek flows along its western border (Figures 2.2 through 2.16 and 5.2 through 5.8).
Four different soil profiles were encountered during the investigations, plow zone to subsoil, disturbed profile,
degrading rock, and a rock impasse. A typical soil profile that transitioned from plow zone to a subsoil consisted
of approximately 40 cm of very pale brown (10YR 8/4) sandy loam followed by 10+ cm (40-50 cmbs) of yellowish
brown (10YR 5/4) sandy clay subsoil (Figure 5.9). The typical soil profile where the soil was disturbed consisted of
approximately 5 cm of light gray (10YR 7/1) sand followed by 15+ cm (5-20+ cmbs) of a mottled and rocky
yellowish brown (10YR 5/4), dark gray (10YR 4/1), and brownish yellow (10YR 6/6) sandy clay(Figure 5.10).The
typical soil profile where degrading rock was encountered consisted of approximately 10 cm of brown (10YR 5/3)
sand followed by 15+ cm (10-25+ cmbs) of mottled white (10YR 8/1) and very pale brown (10YR 7/4) degrading
rock (Figure 5.11).The typical soil profile where a rock impasse was encountered consisted of 20 cm of dark brown
(10YR 3/3) sandy loam terminating at a rock impasse with 5+ cm (20-25+ cmbs) of light red (2.5YR 6/8) silty clay
subsoil (Figure 5.12). The soils encountered generally match the soils descriptions given by the National Resource
Conservation Service (NRCS).
As a result of the survey, one historic archaeological site (31 ML112) was identified and is discussed in greater
detail below.
October 2024 26

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DATE:
II S QUARTZ CORP USA FACILITY 10/3/2024 5.1
MITCHELL COUNTY, NORTH CAROLINA PROJECT NUMBER
213314

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S&ME Project No. 213314 111 E
SHPO ER No. 22-2110
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Figure 5.4. Typical building within the project area, facing southeast.
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Figure 5.5.Typical gravel road within the project area,facing northwest.
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4 -
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Figure 5.6. Typical dirt road within the project area,facing southwest.
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Figure 5.7. A powerline corridor within the project area,facing northeast.
October 2024 30

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Quartz Corp USA Facility N i
Mitchell County, North Carolina +
S&ME Project No. 213314 �I
SHPO ER No. 22-2110
a.� 1
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Figure 5.12. The typical soil profile a rock impasse was encountered.
5.1.1 Site 31ML112
Site Number: 31 ML112 NRHP Recommendation: Not Eligible
Site Type:Ceramic Isolate Elevation:2,670 ft AMSL
Components: 191h-201h century Landform: Hillslope
UTM Coordinates: E404207, N3973448(17N, NAD 83) Soil Type: Saunook-Thunder complex
Site Dimensions: 15 m E/W x 15 m N/S Vegetation: Mixed hardwood
Artifact Depth:0-5 cmbs No.of STPs/Positive STPs:9/1
Site 31 ML112 is a nineteenth/twentieth century ceramic isolate located on a hillslope in the southern portion of
the project area (Figures 1.2 and 2.1). The site is located in a wooded area, measures approximately 15 m
east/west by 15 m north/south, and is bound by two negative shovel tests in each of the cardinal directions
(Figures 5.13 and 5.14).
A total of nine shovel tests were excavated at the site. A typical soil profile consisted of approximately 50 cm of
brown (10YR 4/3) sandy loam followed by 10+ cm (50-60+ cmbs) of strong brown (7.5YR 5/8) sandy clay subsoil
(Figure 5.15).A single piece of plain whiteware was recovered from the plow zone in one shovel test (Appendix B);
no other artifacts were identified on the surface or in the other shovel tests. The plain whiteware dates from 1815
to the present. No features were found in association with the site and no structures were indicated in the vicinity
of the site on the historic maps.
October 2024 33

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THIS MAP IS FOR INFORMATIONAL PURPOSES ONLY. FEATURE LOCATIONS DISPLAYED ARE Legend
APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE. • Positive Shovel Test
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0 15 30 Q Project Area
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FIGURE NO.
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QUARTZ CORP USA FACILITY 10/3/2024 5.13
MITCHELL COUNTY, NORTH CAROLINA PRO 21331ECT NUMBER
13314

QuartzComprehensive Archaeological Survey
County,Mitchell • Carolina
Project •
SH'• ER No. 1
..i�'-' _.r A + •,/fir 1 � + ,
}
Figureof site 31ML112,facing south.
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Figure 5.15. Typical
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shovelprofile at site 31ML112.
October 2024

Comprehensive Archaeological Survey
Quartz Corp USA Facility
Mitchell County, North Carolina
S&ME Project No. 213314
SHPO ER No. 22-2110
6.0 Significance Evaluations and Recommendations
S&ME has completed a comprehensive archaeological survey for the Quartz Corp USA facility in Spruce Pine,
Mitchell County, North Carolina. The project area includes a freshwater reservoir, dam, and access road in an area
that is roughly 16.3 acres in size.
As a result of the survey, one archaeological site (31 ML112)was identified and recorded within the project area.
Site 31 ML112 is a nineteenth/twentieth century ceramic isolate located within the southern portion of the project
area.
6.1 Significance Evaluation
For a property to be considered eligible for the NRHP it must retain integrity of location, design, setting, materials,
workmanship, feeling, and association (National Register Bulletin 15:2). In addition, properties must meet one or
more of the criteria below:
are associated with events that have made a significant contribution to the broad patterns of our history;
or
are associated with the lives of persons significant in our past; or
embody the distinctive characteristics of a type, period, or method of construction, or that represent the
work of a master, or possess high artistic values, or that represent a significant and distinguishable entity
whose components may lack individual distinction; or
have yielded or may be likely to yield information important in history or prehistory.
The most frequently used criterion for assessing the significance of an archaeological site is Criterion D, although
other criteria were considered where appropriate. For an archaeological site to be considered significant, it must
have potential to add to the understanding of the area's history or prehistory.A commonly used standard to
determine a site's research potential is based on a number of physical characteristics including variety, quantity,
integrity, clarity, and environmental context (Glassow 1977). These factors were considered in assessing site
31ML112's potential for inclusion in the NRHP.
Based on the information presented and gathered, it is S&ME's opinion that site 31 ML112 is:
not associated with events that have made a significant contribution to the broad patterns of history
(Criterion A). The site represents a nineteenth/twentieth century ceramic isolate, which is a common
site type in the region, and site 31 ML112 lacks the archaeological integrity to provide additional
information on the historic settlement of the area.
is not associated with the lives of significant persons in the past (Criterion B). Background research
showed no structures and no evidence of historic habitation in the location of site 31 ML112;
does not embody the distinctive characteristics of a type, period, or methods of construction;
represent the work of a master; possess high artistic values; or represent a significant and
distinguishable entity whose components may lack individual distinction (Criterion C).The lack of
architectural components within site 31 ML112 prohibits the site from being evaluated under this
Criterion; and
October 2024 36

Comprehensive Archaeological Survey
Quartz Corp USA Facility s
Mitchell County, North Carolina + AHWW
S&ME Project No. 213314 �I
SHPO ER No. 22-2110
is unlikely to yield significant information on the history of the area (Criterion D).The paucity of
artifacts and the lack of architectural features at the site suggest the site will not provide significant
historical context for the region.
As such, site 31 MI-112 is recommended ineligible for inclusion in the NRHP and no further work at the site is
recommended.
6.2 Recommendations
Based on the information presented in Section 3.5, the project area had the potential to contain prehistoric and
historic sites based on landforms and soil drainage. Based on the fieldwork completed within the project area,
although a single historic artifact was recovered, there was no intact soil horizon and no other cultural material
was identified during the survey.
Based on the results of the comprehensive archaeological survey, it is the opinion of S&ME that no additional
archaeological work is recommended for the project area.
October 2024 37

Comprehensive Archaeological Survey
Quartz Corp USA Facility s
Mitchell County, North Carolina + AdVW
S&ME Project No. 213314 �I
SHPO ER No. 22-2110
7.0 References Cited
Alexander, Nancy
1956 Here Will 1 Dwell:the Story of Caldwell County. Rowel Press Company, Sailsbury.
Amick, Daniel S.
2007 Investigating the Behavioral Causes and Archaeological Effects of Lithic Recycling. In Tool versus Cores:
Alternative Approaches to Stone Tool Analysis, edited by Shannon P. McPherron, pp. 232-252. Cambridge
Scholars Publishing, Newcastle.
Arthur,John Preston
1914 Western North Carolina:A History(From 7730— 1973).The Edward Buncombe Chapter of the Daughters
of the American Revolution, Ashville. Edwards and Broughton Printing Company, Raleigh.
Brown, Henry C.
1900 Railroad Map of North Carolina. North Carolina Corporation Commission. Rand McNally and Company,
Engravers, Chicago.Available at: <http://hdl.loc.gov/loc.gmd/g3901 p.rr002740>
Coco, Emily, S. Holdaway, Radu Iovita
2020 The Effects of Secondary Recycling on the Technological Character of Lithic Assemblages. In the Journal of
Paleolithic Archaeology2020(3), pp.453-474).
Corbitt, David Leroy
1950 The Formation of the North Carolina Counties, 7663-7943. North Carolina State Department of Archives
and History, Raleigh.
Claassen, Cheryl and Mary Elizabeth Compton
2011 Rock Features of Western North Carolina in The Archaeology of North Carolina: Three Archaeological
Symposia. North Carolain Archaeological Council Publication Number 30.
Glassow, M.A.
1977 Issues in Evaluating the Significance of Archaeological Resources.American Antiquity 41(3):413-420.
Jamieson, Ross W.
1995 Material Culture and Social Death:African American Burial Practices. Historical Archaeology 29(4):39-58.
Keel, Bennie C.
1976 Cherokee Archaeology:A Study of the Appalachian Summit.The University of Tennessee Press, Knoxville.
King, Charlotte
2010 Separated by Death and Color: The African American Cemetery of New Philadelphia, Illinois. Historical
Archaeology 44(1). 1:125-135.
October 2024 38

Comprehensive Archaeological Survey
Quartz Corp USA Facility s
Mitchell County, North Carolina + AdFW
S&ME Project No. 213314 �I
SHPO ER No. 22-2110
Lemke, Ashley
2020 "Missing Cemeteries" and Structural Racism: Historical Maps and Endangered African American and
Hispanic Mortuary Customs in Texas. Historical Archaeology 54(3):605-623.
Little, M. Ruth
1989 Afro-American Gravemarkers in North Carolina. Markers, 1989.
Miller, George L.
1991 A Revised Set of CC Index Values for Classification and Economic Scaling of English Ceramics from 1787 to
1880. Historical Archaeology 25:1-25.
Munsell
1994 Munsell Soil Color Charts. Munsell Color, Macbeth Division of Kollmorgen Instruments Corporation,
Baltimore, Maryland.
Noel Hume, Ivor
1970 A Guide to Artifacts of Colonial America.Alfred A. Knopf, New York.
Patch, Shawn M.
2021 Lewis and Elmwood Cemeteries: Two Enslaved Burial Communities in Granville County, North Carolina.
North Carolina Archaeology 70:1-20.
Powell, William S.
1989 North Carolina through Four Centuries. University of North Carolina Press, Chapel Hill.
Sassaman, Kenneth E.
1993 Early Woodland Settlement in the Aiken Plateau:Archaeological Investigations at 38AK757, Savannah River
Site,Aiken County, South Carolina. Savannah River Research Papers No. 3. Occasional Papers of the savannah
River Archaeological Research Program, South Carolina Institute of Archaeological and Anthropology,
University of South Carolina, Columbia.
Sharpe, Bill
1954 A New Geography of North Carolina. Sharpe Publishing Company, Raleigh.
Smith, John David
2013 "1 as Raised Poort and Hard as Any Slave":African American Slavery in Piedmont North Carolina. In The
North Carolina Historical Review, Vol. 90, No. 1, pgs. 1-25.
South, Stanley
1976 An Archeological Survey of Southeastern Coastal North Carolina. In The Institute of Archeology and
Anthropology Notebook, edited by Robert L. Stephenson, pp.1-55. University of South Carolina, Columbia.
United States Geological Survey (USGS)
1934 Spruce Pine. 15-minute topographic quadrangle.
October 2024 39

Comprehensive Archaeological Survey
Quartz Corp USA Facility s
Mitchell County, North Carolina + AdFW
S&ME Project No. 213314 �I
SHPO ER No. 22-2110
1960 Spruce Pine. 7.5-minute topographic quadrangle.
Vlach, John Michael
1993 Back of the Big House: The Architecture of Plantation Slavery. University of North Carolina Press, Chapel
Hill, North Carolina and London.
Ward, H. Trawick and R.P. Stephen Davis, Jr.
1999 Time Before History.• The Archaeology of North Carolina. University of North Carolina Press, Chapel Hill.
Whisnant, Anne Mitchell and David E.Whisnant
2020 Black Lives and Whitened Stories:From the Lowcountry to the Mountains. Historic Resource Study, National
Park Service, Carl Sandburg Home National Historic Site.
Whyte, Thomas
2014 Gifts of the Ancestors: Secondary Lithic Recycling in Appalachian Summit Prehistory. In American Antiquity
79(4), pp. 679-696.
Wright, Alice P.
2014 History, Monumentality, and Interaction in the Appalachian Summit Middle Woodland.American Antiquity
79(2):277-294.
October 2024 40

Comprehensive Archaeological Survey
Quartz Corp USA Facility `s
Mitchell County, North Carolina
S&ME Project No. 213314 "
SHPO ER No. 22-2110
8.0 Appendix A - SHPO Correspondence
October 2024 41

�..,c STATf a
Qu"
North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M.Bartos,Administrator
Governor Roy Cooper Office of Archives and History
Secretary D.Reid Wilson Deputy Secretary,Darin J.Waters,Ph.D.
September 9, 2022
Rebeckah Sims rsimsksmeinc.com
S&ME
2016 Ayrsley Town Boulevard, Suite 2-A
Charlotte,NC 28273
Re: Construct Freshwater Reservoir, Emergency Basin and Lay Down Area, Mitchell County,
ER 22-2110
Dear Ms. Sims:
Thank you for your letter of August 23, 2022, regarding the above-referenced undertaking. We have
reviewed the submission and offer the following comments:
The area of potential effects (APE) for the proposed undertaking between the North Toe River and Grassy
Creek is in an area with a high potential for cultural resources that has not been systematically surveyed
before. We recommend a comprehensive archaeological survey be conducted prior to the initiation of any
ground disturbing activities in portions of the APE with 25% or less slope. Pedestrian reconnaissance
should also be conducted in steeper areas to record any potential rock shelters or historic quarry sites.
The purpose of the survey is to identify any archaeological sites and to make recommendations regarding
their eligibility for listing in the National Register of Historic Places (NRHP). The survey should be
conducted by an experienced archaeologist who meets the Secretary of the Interior Professional
Qualifications. A list of archaeological consultants, who have conducted or expressed an interest in
contract work in North Carolina is available at https:Harchaeology.ncdcr.gov/archaeological-consultant-list.
The archaeologists listed, or any other experienced archaeologist, may be contracted to conduct the
recommended survey. Our office requests that your consultant meet with the Office of State
Archaeology Review Archaeologist to discuss appropriate field methodologies prior to the field
investigation.
One paper copy and one digital copy(PDF) of all resulting archaeological reports, as well as a digital copy
(PDF) of the North Carolina Site Form for each site recorded, should be forwarded to the Office of State
Archaeology(OSA)through this office for review and comment, as soon as they are available and in
advance of any construction activities. OSA's Archaeological Standards and Guidelines for Background
Research, Field Methodologies, Technical Reports, and Curation can be found online at:
hLtps:Harchaeology.ncdcr.gov/osa-guidelines.
Location:109 East Jones Street,Raleigh NC 27601 Mailing Address:4617 Mail Service Center,Raleigh NC 27699-4617 Telephone/Fax:[phone]-6898

ER 22-2110,September 09,Page 2 of 2
We have determined that the project as proposed will not have an effect on any historic structures.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill-Earley, environmental review coordinator, at 919-814-6579
or environmental.review(abncdcngov. In all future communication concerning this project, please cite the
above referenced tracking number.
Sincerely,
b'-d
6 Ramona Bartos, Deputy
(� State Historic Preservation Officer
cc: Lori Beckwith, USACE Loretta.A.Beckwith&usace.army.mil
Location:109 East Jones Street,Raleigh NC 27601 Mailing Address:4617 Mail Service Center,Raleigh NC 27699-4617 Telephone/Fax:[phone]-6898

Comprehensive Archaeological Survey
Quartz Corp USA Facility
i
Mitchell County, North Carolina .�
S&ME Project No. 213314 rtI
SHPO ER No. 22-2110
9.0 Appendix B - Artifact Catalog
October 2024 42

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Appendix VII - Calculations

Channel Dimensions, Erosion Control Blankets, and Wattles Calculation
Mining Modification Permit No. 61-16
The Quartz Corp p III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
COMPUTATIONS BY: Signature Fj4t.7� � Date 12/19/2024
Name Ethan Paul, E.I.
Title Staff Engineer
ASSUMPTIONS Signature Date 12/19/2024
AND PROCEDURES Name C.Ty Brooks, P.E.
CHECKED BY: Title Project Engineer
COMPUTATIONS Signature Date 12/19/2024
CHECKED BY: Name Lilma R Schimmel, P.E.
Title Senior Engineer, Project Manager
REVIEWED BY: Si nature ( Date 12/19/2024
Name Christopher J.L. Stahl, P.E
Title Principal Engineer, V.P.
REVIEW NOTES/COMMENTS:
December 19, 2024 1

Channel Dimensions, Erosion Control Blankets, and Wattles Calculation
Mining Modification Permit No. 61-16
The Quartz Corp
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
OBJECTIVE:
The objective of this calculation report is to dimension the proposed channels based off the 25-year, 24-hour
design storm, determine an acceptable matting for each proposed channel, and determine the wattle spacing for
each channel.
SUMMARY:
The proposed channels, matting, and wattle spacing are designed in accordance with the design criteria presented
in the North Carolina Department of Environmental Quality (NCDEQ) North Carolina Erosion and Sediment
Control Planning and Design Manual (Ref. 6 & Ref. 7).
REFERENCES
I NOAA Atlas 14, Volume 2, Version 3, Bonnin, G.M., Martin, D., Lin, B., Parzybok, T., Yekta, M., & Riley, D.,
April 21, 2017.
2 TR-55 Urban Hydrology for Small Watersheds, USDA-NRCS,June 1986.
3 NRCS Soil Figures, Web Soil Survey, December 2024.
4 Drainage Area Figures, S&ME Inc., December 2024.
Compiled HydroCAD Report, S&ME Inc., December 2024.
North Carolina Erosion and Sediment Control Planning and Design Manual —Section 6.17 Rolled Erosion
Control Products; NCDEQ; May 2013.
7 North Carolina Erosion and Sediment Control Planning and Design Manual —Section 6.66 Compost Sock;
NCDEQ; May 2013.
8. Specification Sheet— BioNet SC150BN Erosion Control Blanket, Tensar North American Green, 2019.
9. Specification Sheet— BioNet C125BN Erosion Control Blanket, Tensar North American Green, 2019.
10. Specification Sheet— Futerra 7020 Turf Reinforcement Mat, Profile EVS, 2014.
DEFINITION OF VARIABLES
A = drainage area (acres) CN = runoff curve number (dimensionless)
d = normal flow depth (ft) Q = flow rate (cfs)
P = rainfall (in) S=potential maximum retention after runoff(in)
S = slope of roadside swale/ditch (ft/ft) b = bottom width of roadside swale/ditch (ft)
Z = side slopes of roadside swale/ditch (ZH:lV) Tc = time of concentration (min)
V = roadside swale/ditch velocity(ft/sec) R = hydraulic radius of roadside swale/ditch (ft)
n = Manning's roughness coefficient (dimensionless) y = unit weight (pcf)
i = tractive force (psf)
December 19, 2024 2

Channel Dimensions, Erosion Control Blankets, and Wattles Calculation
Mining Modification Permit No. 61-16
The Quartz Corp
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
KNOWN AND ASSUMED VARIABLES:
Tc = 6 minutes [Ref. 21
P25 = 7.14 in [Ref. 1, Table P.F.,pg.1]
y = 62.4 pcf for water [typical assumption for water]
CALCULATIONS
1.1 Estimate runoff for the 25-year, 24-hour design storm.
Runoff for the 25-year design storm was calculated using the Curve Number Method. The curve number"CN" is
an empirical parameter used within hydrology to predict direct runoff from rainfall. The drainage areas flowing
into the channels were classified according to their predominant land use. NRCS Web Soil Survey [Ref. 3] was
queried to identify the Hydrologic Soil Groups (HSG) on site and the preliminary site development plan was
referenced to select cover types. The site includes a mix of hydrologic soil groups A, B, and C with the majority
consisting of HSG B. A hydrologic soil group of B was selected for hydrologic analyses.The curve number can be
seen in S&ME's HydroCAD Report [Ref. 5].
The time of concentration "Tc" is the time for flow from the most hydrologically remote point in the contributing
drainage area to leave the watershed. The time of concentration was estimated using the Technical Release 55
(TR-55) method [Ref. 2]. The minimum allowable time of concentration for use in TR-55 is 0.1 hours or 6 minutes.
A time of concentration of 6 minutes was used for watersheds where the calculated time of concentration was less
than 6 minutes.
The drainage area (acres) for each watershed was estimated for the proposed final grading condition.The
estimated runoffs for the 25-year, 24-hour design storm were calculated in HydroCAD and summarized in Table 1.
December 19, 2024 3

Channel Dimensions, Erosion Control Blankets, and Wattles Calculation
Mining Modification Permit No. 61-16
The Quartz Corp p III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
Table 1:Runoff Summary
Drainage Hydrologic
Channel Area Soil Group Ground Cover Type Number Runoff
CH-1 2.50 B Woods 60 9.44
CH-2 9.29 B Woods 60 32.80
CH-3 3.17 B Woods 60 12.55
CH-4 0.39 B Bare Soil 86 3.51
CH-5 1.51 B Bare Soil 86 13.47
CH-6 62.16 B Woods 60 99.47
CH-FR-1 0.50 B Woods 60 1.74
CH-FR-2 6.01 B Woods 60 20.74
CH-FR-3 0.92 B Woods 60 3.22
CH-FR-4 1.08 B Woods 60 3.74
CH-FR-5 0.61 B Woods 60 6.61
CH-AB 1.74 B Woods 60 8.17
1.2 Determine the channel(s) geometry
The design depth for the 25-year design storm was estimated using Manning's equation. The geometry of each
proposed channel is summarized in Table 2, below.
December 19, 2024 4

Channel Dimensions, Erosion Control Blankets, and Wattles Calculation
Mining Modification Permit No. 61-16
The Quartz Corp p III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
SlopeTable 2:Channel Summary Table
Average
ChannelID Channel Bottom Left SlopeSlope
CH-1 0.0982 2.0 2.0 2.0 2.0
CH-2 0.0151 2.0 2.0 2.0 2.0
CH-3 0.0511 2.0 2.0 2.0 2.0
CH-4 0.0357 2.0 2.0 2.0 2.0
CH-5 0.0220 2.0 2.0 2.0 2.0
CH-6 0.0636 4.0 2.0 2.0 2.0
CH-FR-1 0.1743 2.0 2.0 3.0 2.0
CH-FR-2 0.1740 4.0 2.0 3.0 2.0
CH-FR-3 0.0829 4.0 2.0 3.0 2.0
CH-FR-4 0.0459 3.0 2.0 3.0 2.0
CH-FR-S 0.2825 5.0 2.0 3.0 2.0
CH-AB 0.0871 1.0 2.0 2.0 2.0
The channel slope, S, was estimated using the proposed final grading, and is the rate of change in elevation to a
corresponding channel length.
1.3 Estimate velocity, normal depth, and tractive force for the channel's matted
condition
Each channel will be matted with erosion control blankets. The erosion control blankets will have a Manning's n
which varies for N.A.G. SC150BN [Ref. 8], N.A.G. C125BN [Ref. 9], and Profile Futerra 7020 [Ref. 10] depending
on flow depth. For each matted condition, the permissible velocity will also vary. Once the normal depth was
determined, a type of blanket was chosen based off the estimated flow velocity. N.A.G. SC150BN and C125BN are
extended-term erosion control blankets and have a maximum permissible velocity of 7.0 and 10.0 fps, respectively
[Ref. 8 and 9]. Profile Futerra 7020 is a permanent Turf Reinforcement Matting (TRM)with a maximum
permissible velocity of 16.0 fps [Ref. 10]. The tractive force was also calculated for the matted condition of each
channel using the following equation:
T = ydS
Table 3, on the following page, summarizes the blanketed conditions for each proposed channel.
December 19, 2024 5

Channel Dimensions, Erosion Control Blankets, and Wattles Calculation
Mining Modification Permit No. 61-16
The Quartz Corp
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
Normal Design Flow Permissive Tractive Permissible Is Tractive
Channel ID Depth Depth Freeboard Is Depth Selected Velocity Velocity for Is Velocity Force Tractive Force Force
(ft) (ft) Acceptable? Matting A (ft/s) Selected Acceptable? (psf) for Selected Acceptable?
Table 3: Summary of Channel Design CH-1 0.55 2.00 1.45 Yes Futerra 7020 5.58 16.00 Yes 3.40 5.80 Yes
CH-2 1.09 2.00 0.91 Yes C125BN 7.34 9.00 Yes 1.02 2.35 Yes
CH-3 0.53 2.00 1.47 Yes C125BN 7.92 9.00 Yes 1.68 2.35 Yes
CH-4 0.46 2.00 1.55 Yes SC150BN 2.68 7.00 Yes 1.01 2.00 Yes
CH-5 0.93 2.00 1.07 Yes SC150BN 3.80 7.00 Yes 1.29 2.00 Yes
CH-6 1.39 2.00 0.61 Yes Futerra 7020 10.77 16.00 Yes 5.53 5.80 Yes
CH-FR-1 0.19 2.00 1.82 Yes Futerra 7020 3.94 16.00 Yes 2.01 5.80 Yes
CH-FR-2 0.52 2.00 1.48 Yes Futerra 7020 7.66 16.00 Yes 5.70 5.80 Yes
CH-FR-3 0.24 2.00 1.77 Yes SC150BN 2.98 7.00 Yes 1.22 2.00 Yes
CH-FR-4 0.36 2.00 1.64 Yes SC150BN 2.74 7.00 Yes 1.02 2.00 Yes
CH-FR-5 0.21 2.00 1.79 Yes Futerra 7020 5.81 16.00 Yes 3.71 5.80 Yes
CH-AB 0.66 2.00 1.34 Yes Futerra 7020 5.45 16.00 Yes 3.58 5.80 Yes
December 19, 2024 6

Channel Dimensions, Erosion Control Blankets, and Wattles Calculation
Mining Modification Permit No. 61-16
The Quartz Corp
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
1.4 Wattles
Channel stability against erosion was analyzed for the 25-year, 24-hour design storm for the bare soil, erosion
control blankets (ECB) installed condition for all proposed channels for this project.
The design of the wattles meets all NCDEQ requirements for sediment tubes.
Wattles spacing was selected in accordance with NCDEQ North Carolina Erosion and Sediment Control Planning
and Design Manual—Section 6.66 Compost Sock [Ref. 7]. The ECB type and wattles on center(O.C.) spacing are
shown in Table 4 below.
Channel Average Slope Wattle Spacing
Identification Channel Matting fS1 (ft)Table 4:Erosion Control Blanket and Wattle Specifications
CH-1 Futerra 7020 9.82% 20
CH-2 C125BN 1.51% 100
CH-3 C125BN 5.11% 20
CH-4 SC150BN 3.57% 33
CH-5 SC150BN 2.20% 50
CH-6 Futerra 7020 6.36% 20
CH-FR-1 Futerra 7020 17.43% 20
CH-FR-2 Futerra 7020 17.40% 20
CH-FR-3 SC150BN 8.29% 20
CH-FR-4 SC150BN 4.59% 25
CH-FR-5 Futerra 7020 28.25% 20
CH-AB Futerra 7020 8.71% 20
CONCLUSIONS
The proposed channels, matting, and wattles are designed in accordance with the design criteria presented in the
NCDEQ North Carolina Erosion and Sediment Control Planning and Design Manual [Ref. 6 & Ref. 7].
December 19, 2024 7

References

Reference 1
NOAA Atlas 74, Volume 2, Version 3, Bonnin, G.M., Martin, D., Lin, B., Parzybok, T., Yekta, M., & Riley, D., April 21,
2017.

12/6/24, 10:59 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
' Location name:Spruce Pine,North Carolina,USA* A4,
Latitude: 35.902*, Longitude: -82.064*
Elevation:2593 ft**
source:ESRI Maps
source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration��� 10 25 50 100 200 500F 1000
5-min 0.372 0.443 0.526 0.591 0.675 0.740 0.805 0.872 0.960 1.03
(0.339-0.410) (0.405-0.488) (0.478-0.579) (0.536-0.648) (0.608-0.743) (0.662-0.815) (0.716-0.889) (0.767-0.967) (0.833-1.07) (0.883-1.16)
10-min 0.595 0.709 0.843 0.944 1.08 1.18 1.28 1.38 1.52 1.62
(0.541-0.655) (0.648-0.780) (0.766-0.927) (0.856-1.04) (0.970-1.18) 1 (1.06-1.30) 1 (1.14-1.41) 1 (1.22-1.53) (1.32-1.69) (1.39-1.82)
15-min 0.744 0.891 1.07 1.20 1.36 1.49 1.62 1.74 1.91 2.04
(0.677-0.818) (0.814-0.981) (0.969-1.17) 1 (1.08-1.31) 1 (1.23-1.50) 1 (1.34-1.64) (1.44-1.79) 1 (1.54-1.93) (1.66-2.13) (1.75-2.29)
30-min 1.02 1.23 1.52 1.73 2.02 2.25 2.48 2.72 3.04 3.30
(0.928-1.12) (1.12-1.36) (1.38-1.67) (1.57-1.90) 1 (1.82-2.22) (2.01-2.48) 1 (2.20-2.74) 1 (2.39-3.01) (2.64-3.39) (2.83-3.71)
60-min 1.27 1.54 1. 44 2.25 2.69 3.04 3.41 3.81 4.36 4.82
(1.16-1.40) 1 (1.41-1.70) (1.76-2.14) 1 (2.42-2.96) 1 (2.73-3.35) i (3.03-3.77) (3.35-4.22) 1(3.79-4.87) (4.13-5.41)
2-hr 1.46 1.79 2.28 2.67 3.25 3.73 4.24 4.80 5.62 6.31
(1.33-1.61) (1.63-1.96) (2.07-2.50) (2.42-2.94) (2.92-3.57) (3.32-4.10) (3.75-4.68) (4.20-5.32) (4.84-6.27) (5.37-7.09)
3-hr 1.58 1.93 2.44 2.87F 3.50 F 4.04 F 4.63 5.28 6.26 7.10
(1.44-1.75) 1 (1.75-2.13) 1 (2.22-2.69) (2.59-3.16) (3.14-3.86) 1 (3.59-4.47) 1 (4.07-5.13) 1 (4.60-5.88) (5.34-7.01) (5.98-8.01)
6-hr 2.03 7 2.45 3.04 3.55 4.31 F 4.96 5.69 F 6.49 F 7.71 8.77
(1.86-2.22) 1 (2.24-2.68) 1 (2.78-3.33) (3.23-3.88) (3.89-4.72) 1 (4.45-5.44) (5.04-6.26) (5.69-7.18) 1(6.62-8.60) (7.41-9.84)
12-hr 2.61 3.15 3.90 4.50 5.37 6.09 6.85 7.68 8.88 9.90
(2.41-2.83) 1 (2.91-3.43) 1 (3.59-4.24) (4.14-4.90) (4.91-5.86) (5.52-6.66) (6.17-7.52) (6.85-8.47) (7.82-9.87) 1 (8.62-11.1)
24-hr 2 3.24 3.93 5.02 5.89 7.14 8.17 9.27 10.5 12.2 13.6 )
(3.55-4.45) (4.52-5.68) (5.28-6.68) (6.37-8.12) (7.23-9.32) (8.13-10.6) (9.08-12.0) (10.4-14.1) (11.4-15.9
2-day 3.90 4.715.96 6.98 8.43 9.63 10.9 12.3 14.3 16.0
(3.54-4.32) 1 (4.29-5.22) 1 (5.41-6.63) 1 (6.30-7.77) 1 (7.54-9.40) 1 (8.55-10.8) 1 (9.60-12.3) (10.7-14.0) 1(12.2-16.4) (13.5-18.5)
3-day 4.17F 5.03 6.31
(3.79-4.62) 7535 8.82 10.0 911.3 127 14.7 16.3
-5.58) (5.73-7.02) - .18) - .84) (8.93-11.2) 98-1 1 -1 -16.7 I (13.8-18.8)(4.58 (7.91 2.7) 1.14.4) (12.6 4-day 4.44 5.34 6.67 F 9.22 710.4 F 15.0 16.6
(4.04-4.92) (4.87-5.93) (6.06-7.41) 1 (8.29-10.3) 1 (9.30-11.7) (10.4-13.2) (11.4-14.8) (12.9-17.1) (14.2-19.2)
7-day 5.16 6.19 7.59 8.70 10.2 11.5 12.8 14.1 16.0 17.6
(4.71-5.78) 1 (5.64-6.94) 1 (6.90-8.52) j (7.89-9.80) 1 (9.23-11.6) 1 (10.3-13.0) 11 (11.3-14.6) 11 (12.4-16.2) (13.9-18.5) (15.0-20.5)
10-day 5.91 7.04 8.50 7 9.63 F 11.2 12.4 F 13.6 7 14.8 F 16.5 18.0
(5.42-6.57) 1 (6.46-7.85) (7.77-9.48) 1 (8.79-10.8) 1 (10.1-12.5) 1 (11.1-13.9) 1 (12.1-15.3) 1 (13.2-16.8) (14.5-18.9) (15.6-20.8)
20-day 7.90 9.35 11.1 12.5 14.3 15.8 17.3 18.8 20.9 22.6
(7.34-8.62) (8.67-10.2) (10.3-12.1) (11.5-13.7) I1 (13.2-15.8)11 (14.4-17.4) (15.7-19.2) (16.9-20.9) (18.6-23.4) (19.9-25.4)
30-day 9.76 11.5 13.4 14.9 16.8 18.3 19.8 21.3 ) ( 23.3 24.8
(9.08-10.5) (10.7-12.4) (12.5-14.5) (13.8-16.2) (15.5-18.3) (16.8-20.0) (18.1-21.7) (19.3-23.4 20.9-25.7) (22.1-27.5)
45-day 12.3F 14.4 16.5 F 18.1 20.2 21.8 F 23.4 F 25.0 27.1 28.6
(11.5-13.1) 1 (13.5-15.4) (15.4-17.6) 1 (16.9-19.3) 1 (18.9-21.6) 1 (20.3-23.4) 1 (21.7-25.2) 1 (23.0-27.0) 1(24.7-29.4) (26.0-31.3)
60-day 14.6 17.1 19.4 21.2 23.5 25.2 26.9 28.5 ) ( 30.6 32.1
(13.8-15.6) (16.1-18.2) (18.3-20.7) (19.9-22.6) (22.0-25.1) (23.6-27.0) (25.0-28.8) (26.4-30.7 28.2-33.1) (29.5-34.9)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https:Hhdsc.nws.noaa.gov/pfds/pfds printpage.html?lat=35.9020&Ion=-82.0640&data=depth&units=english&series=pds 1/4

12/6/24, 10:59 AM Precipitation Frequency Data Server
PD5-based depth-duration-frequency (DDF) curves
Latitude: 35.9020", Longitude: -82.06400
Average recurrence
interval
(years)
25 4-1 — 1
20 — 5
25
— 50
— 100
�-j 10
2 — 200
CL
500
5
1000
0
c e e c c 6- 6- 6. a s �. >%a.
EE E E rr� A L6 rLv r-
u, o 6A m Q Duration "' r:, r*;Itn o rry rn rn v�
30
25
Duration
r
c 20 — 5Anm — 2-day
c — 10-min — 3-day
15 15-min — 4-day
49 — 30-min — 7-d ffy
M
10 — 60min — 10-eay
a — 2-ti r — 20-flay
5 — 34Mr — 30-0ay
15-111r 45-day
0
— 12-hr — Wday
24-n r
1 2 5 10 25 50 100 200 500 laoo
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT?:Fri Dec 6 15:53:27 2024
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Maps & aerials
Small scale terrain
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12/6/24, 10:59 AM Precipitation Frequency Data Server
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https:Hhdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9020&Ion=-82.0640&data=depth&units=english&series=pds 3/4

12/6/24, 10:59 AM Precipitation Frequency Data Server
KinESPOrt Bristol.
John.,
Greensl
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100km
60mi
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
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Silver Spring,MD 20910
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Reference 2
TR-55 Urban Hydrology for Small Watersheds, USDA-NRCS,June 1986.

Chapter 2 Estimating Runoff
SCS runoff curve number method Factors considered in determin-
ing runoff curve numbers
The SCS Runoff Curve Number(CN)method is de-
scribed in detail in NEH-4(SCS 1985).The SCS runoff The major factors that determine CN are the hydro-
equation is logic soil group(HSG),cover type,treatment,hydro-
2 logic condition,and antecedent runoff condition
(P Ia) (ARC).Another factor considered is whether impervi-
Q (P Is)+S [eq. 2-1] ous areas outlet directly to the drainage system(con-
nected)or whether the flow spreads over pervious
where areas before entering the drainage system(uncon-
nected).Figure 2-2 is provided to aid in selecting the
Q =runoff(in) appropriate figure or table for determining curve
P =rainfall(m) numbers.
S =potential maximum retention after runoff
begins(in)and CN's in table 2-2(a to d)represent average antecedent
Ia =initial abstraction(in) runoff condition for urban,cultivated agricultural,
other agricultural,and and and semiarid rangeland
Initial abstraction(Ia)is all losses before runoff uses.Table 2-2 assumes impervious areas are directly
begins.It includes water retained in surface depres- connected.The following sections explain how to
sions,water intercepted by vegetation,evaporation,
determine CN's and how to modify them for urban
and infiltration.Ia is highly variable but generally is conditions.
correlated with soil and cover parameters.Through
studies of many small agricultural watersheds,Ia was Hydrologic soil groups
found to be approximated by the following empirical
equation: Infiltration rates of soils vary widely and are affected
Ia =0.2S [eq. 2-2] by subsurface permeability as well as surface intake
rates. Soils are classified into four HSG's(A,B, C,and
By removing Ia as an independent parameter,this D)according to their minimum infiltration rate,which
approximation allows use of a combination of S and P is obtained for bare soil after prolonged wetting.
to produce a unique runoff amount. Substituting Appendix A defines the four groups and provides a list
equation 2-2 into equation 2-1 gives: of most of the soils in the United States and their
group classification.The soils in the area of interest
(P 0.25)2 may be identified from a soil survey report,which can
Q= [eq. 2-3](P+0.85) be obtained from local SCS offices or soil and water
conservation district offices.
S is related to the soil and cover conditions of the
watershed through the CN. CN has a range of 0 to 100, Most urban areas are only partially covered by imper-
and S is related to CN by: vious surfaces:the soil remains an important factor in
runoff estimates.Urbanization has a greater effect on
S_ 1000 10 [eq. 2-4] runoff in watersheds with soils having high infiltration
CN rates(sands and gravels)than in watersheds predomi-
nantly of silts and clays,which generally have low
Figure 2-1 and table 2-1 solve equations 2-3 and 2-4 infiltration rates.
for a range of CN's and rainfall.
Any disturbance of a soil profile can significantly
change its infiltration characteristics.With urbaniza-
tion,native soil profiles may be mixed or removed or
fill material from other areas may be introduced.
Therefore,a method based on soil texture is given in
appendix A for determining the HSG classification for
disturbed soils.
(210-VI-TR-55,Second Ed.,June 1986) 2-1

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Figure 2-1 Solution of runoff equation.
8
7 Curves on this sheet are for the
case la= 0.2S, so that
Q_ (P-0.2S)2
6 P+0.8S Oor
(3) 5
U lool
C
d
4
0
c
U
00,
2 3
2
loo
0.1
0
0 1 2 3 4 5 6 7 8 9 10 11 12
Rainfall (P), inches
Cover type Hydrologic condition
Table 2-2 addresses most cover types,such as vegeta- Hydrologic condition indicates the effects of cover
tion,bare soil,and impervious surfaces.There are a type and treatment on infiltration and runoff and is
number of methods for determining cover type.The generally estimated from density of plant and residue
most common are field reconnaissance,aerial photo- cover on sample areas. Good hydrologic condition
graphs,and land use maps. indicates that the soil usually has a low runoff poten-
tial for that specific hydrologic soil group,cover type,
Treatment and treatment. Some factors to consider in estimating
the effect of cover on infiltration and runoff are(a)
Treatment is a cover type modifier(used only in table canopy or density of lawns,crops,or other vegetative
2-2b)to describe the management of cultivated agri- areas; (b)amount of year-round cover; (c)amount of
cultural lands.It includes mechanical practices,such grass or close-seeded legumes in rotations; (d)percent
as contouring and terracing,and management prac- of residue cover;and(e)degree of surface roughness.
tices,such as crop rotations and reduced or no tillage.
2-2 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-1 Runoff depth for selected CN's and rainfall amounts 1
Runoff depth for curve number of-
Rainfall 40 45 50 55 60 65 70 75 80 85 90 95 98
-----------------------------------------------inches--------------------------------------------
1.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.08 0.17 0.32 0.56 0.79
1.2 .00 .00 .00 .00 .00 .00 .03 .07 .15 .27 .46 .74 .99
1.4 .00 .00 .00 .00 .00 .02 .06 .13 .24 .39 .61 .92 1.18
1.6 .00 .00 .00 .00 .01 .05 .11 .20 .34 .52 .76 1.11 1.38
1.8 .00 .00 .00 .00 .03 .09 .17 .29 .44 .65 .93 1.29 1.58
2.0 .00 .00 .00 .02 .06 .14 .24 .38 .56 .80 1.09 1.48 1.77
2.5 .00 .00 .02 .08 .17 .30 .46 .65 .89 1.18 1.53 1.96 2.27
3.0 .00 .02 .09 .19 .33 .51 .71 .96 1.25 1.59 1.98 2.45 2.77
3.5 .02 .08 .20 .35 .53 .75 1.01 1.30 1.64 2.02 2.45 2.94 3.27
4.0 .06 .18 .33 .53 .76 1.03 1.33 1.67 2.04 2.46 2.92 3.43 3.77
4.5 .14 .30 .50 .74 1.02 1.33 1.67 2.05 2.46 2.91 3.40 3.92 4.26
5.0 .24 .44 .69 .98 1.30 1.65 2.04 2.45 2.89 3.37 3.88 4.42 4.76
6.0 .50 .80 1.14 1.52 1.92 2.35 2.81 3.28 3.78 4.30 4.85 5.41 5.76
7.0 .84 1.24 1.68 2.12 2.60 3.10 3.62 4.15 4.69 5.25 5.82 6.41 6.76
8.0 1.25 1.74 2.25 2.78 3.33 3.89 4.46 5.04 5.63 6.21 6.81 7.40 7.76
9.0 1.71 2.29 2.88 3.49 4.10 4.72 5.33 5.95 6.57 7.18 7.79 8.40 8.76
10.0 2.23 2.89 3.56 4.23 4.90 5.56 6.22 6.88 7.52 8.16 8.78 9.40 9.76
11.0 2.78 3.52 4.26 5.00 5.72 6.43 7.13 7.81 8.48 9.13 9.77 10.39 10.76
12.0 3.38 4.19 5.00 5.79 6.56 7.32 8.05 8.76 9.45 10.11 10.76 11.39 11.76
13.0 4.00 4.89 5.76 6.61 7.42 8.21 8.98 9.71 10.42 11.10 11.76 12.39 12.76
14.0 4.65 5.62 6.55 7.44 8.30 9.12 9.91 10.67 11.39 12.08 12.75 13.39 13.76
15.0 5.33 6.36 7.35 8.29 9.19 10.04 10.85 11.63 12.37 13.07 13.74 14.39 14.76
1 Interpolate the values shown to obtain runoff depths for CN's or rainfall amounts not shown.
(210-VI-TR-55,Second Ed.,June 1986) 2-3

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Figure 2-2 Flow chart for selecting the appropriate figure or table for determining runoff curve numbers.
START
No Unconnected
impervious
area?
Yes
No Impervious Yes
area
<30%?
Table 2-2 Determine Determine
No pervious pervious
assumptions � CN
apply? CN
(table 2-2) (table 2-2)
Yes
Determine Determine Determine
composite composite composite
CN CN CN
(table 2-2) (figure 2-3) (figure 2-4)
END
___j
2-4 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2a Runoff curve numbers for urban areas ii
Curve numbers for
------------------- Cover description --------------------- ------hydrologic soil group-------
Average percent
Cover type and hydrologic condition impervious area v A B C D
Fully developed urban areas(vegetation established)
Open space(lawns,parks,golf courses,cemeteries,etc.)3i:
Poor condition(grass cover<500/6).......................................... 68 79 86 89
Fair condition(grass cover 50%to 750/6) .................................. 49 69 79 84
Good condition(grass cover>759/6)......................................... 39 61 74 80
Impervious areas:
Paved parking lots,roofs,driveways,etc.
(excluding right-of-way)............................................................. 98 98 98 98
Streets and roads:
Paved;curbs and storm sewers(excluding
right-of-way) ................................................................................ 98 98 98 98
Paved;open ditches(including right-of-way).......................... 83 89 92 93
Gravel(including right-of-way)................................................. 76 85 89 91
Dirt(including right-of-way)...................................................... 72 82 87 89
Western desert urban areas:
Natural desert landscaping(pervious areas only)_v..................... 63 77 85 88
Artificial desert landscaping(impervious weed barrier,
desert shrub with 1-to 2-inch sand or gravel mulch
and basin borders)...................................................................... 96 96 96 96
Urban districts:
Commercial and business................................................................. 85 89 92 94 95
Industrial............................................................................................. 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less(town houses).......................................................... 65 77 85 90 92
1/4 acre ................................................................................................ 38 61 75 83 87
1/3 acre ................................................................................................ 30 57 72 81 86
1/2 acre ................................................................................................ 25 54 70 80 85
1 acre ................................................................................................... 20 51 68 79 84
2 acres.................................................................................................. 12 46 65 77 82
Developing urban areas
Newly graded areas
(pervious areas only,no vegetation)5i................................................................ 77 86 91 94
Idle lands(CN's are determined using cover types
similar to those in table 2-2c).
1 Average runoff condition,and Ia=0.2S.
2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are
directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in
good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage
(CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4
based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas.
(210-VI-TR-55,Second Ed.,June 1986) 2-5

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2b Runoff curve numbers for cultivated agricultural lands ii
Curve numbers for
--------------------------------- Cover description ----------------------- -------- hydrologic soil group -------
Hydrologic
Cover type Treatment v condition 3i A B C D
Fallow Bare soil — 77 86 91 94
Crop residue cover(CR) Poor 76 85 90 93
Good 74 83 88 90
Row crops Straight row(SR) Poor 72 81 88 91
Good 67 78 85 89
SR+CR Poor 71 80 87 90
Good 64 75 82 85
Contoured(C) Poor 70 79 84 88
Good 65 75 82 86
C+CR Poor 69 78 83 87
Good 64 74 81 85
Contoured&terraced(C&T) Poor 66 74 80 82
Good 62 71 78 81
C&T+CR Poor 65 73 79 81
Good 61 70 77 80
Small grain SR Poor 65 76 84 88
Good 63 75 83 87
SR+CR Poor 64 75 83 86
Good 60 72 80 84
C Poor 63 74 82 85
Good 61 73 81 84
C+CR Poor 62 73 81 84
Good 60 72 80 83
C&T Poor 61 72 79 82
Good 59 70 78 81
C&T+CR Poor 60 71 78 81
Good 58 69 77 80
Close-seeded SR Poor 66 77 85 89
or broadcast Good 58 72 81 85
legumes or C Poor 64 75 83 85
rotation Good 55 69 78 83
meadow C&T Poor 63 73 80 83
Good 51 67 76 80
1 Average runoff condition,and Ia=0.2S
2 Crop residue cover applies only if residue is on at least 5%of the surface throughout the year.
3 Hydraulic condition is based on combination factors that affect infiltration and runoff,including(a)density and canopy of vegetative areas,
(b)amount of year-round cover,(c)amount of grass or close-seeded legumes,(d)percent of residue cover on the land surface(good 209/6),
and(e)degree of surface roughness.
Poor:Factors impair infiltration and tend to increase runoff.
Good:Factors encourage average and better than average infiltration and tend to decrease runoff.
2-6 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2c Runoff curve numbers for other agricultural lands ii
Curve numbers for
------------------------------- Cover description ------------------------- -------- hydrologic soil group-------
Hydrologic
Cover type condition A B C D
Pasture,grassland,or range—continuous Poor 68 79 86 89
forage for grazing.2i Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass,protected from — 30 58 71 78
grazing and generally mowed for hay.
Brush—brush-weed-grass mixture with brush Poor 48 67 77 83
the major element.3/ Fair 35 56 70 77
Good 30_v 48 65 73
Woods—grass combination(orchard Poor 57 73 82 86
or tree farm).5i Fair 43 65 76 82
Good 32 58 72 79
Woods.61 Poor 45 66 77 83
Fair 36 60 73 79
Good 30_v 55 70 77
Farmsteads—buildings,lanes,driveways, — 59 74 82 86
and surrounding lots.
1 Average runoff condition,and I.=0.25.
2 Poor: <50%)ground cover or heavily grazed with no mulch.
Fair: 50 to 75%ground cover and not heavily grazed.
Good: >75%ground cover and lightly or only occasionally grazed.
3 Poor: <50%ground cover.
Fair: 50 to 75%ground cover.
Good: >75%ground cover.
4 Actual curve number is less than 30;use CN=30 for runoff computations.
5 CN's shown were computed for areas with 501/6 woods and 50%grass(pasture)cover.Other combinations of conditions may be computed
from the CN's for woods and pasture.
6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned,and some forest litter covers the soil.
Good: Woods are protected from grazing,and litter and brush adequately cover the soil.
(210-VI-TR-55,Second Ed.,June 1986) 2-7

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2d Runoff curve numbers for and and semiarid rangelands i/
Curve numbers for
--------- -------- Cover description --------------------------- --------- hydrologic soil group ------
Hydrologic
Cover type condition?/ A 3/ B C D
Herbaceous—mixture of grass,weeds,and Poor 80 87 93
low-growing brush,with brush the Fair 71 81 89
minor element. Good 62 74 85
Oak-aspen—mountain brush mixture of oak brush, Poor 66 74 79
aspen,mountain mahogany,bitter brush,maple, Fair 48 57 63
and other brush. Good 30 41 48
Pinyon-juniper—pinyon,juniper,or both; Poor 75 85 89
grass understory. Fair 58 73 80
Good 41 61 71
Sagebrush with grass understory. Poor 67 80 85
Fair 51 63 70
Good 35 47 55
Desert shrub—major plants include saltbush, Poor 63 77 85 88
greasewood,creosotebush,blackbrush,bursage, Fair 55 72 81 86
palo verde,mesquite,and cactus. Good 49 68 79 84
1 Average runoff condition,and Ia,=0.25.For range in humid regions,use table 2-2c.
2 Poor: <30%ground cover(litter,grass,and brush overstory).
Fair: 30 to 70%ground cover.
Good: >70%ground cover.
3 Curve numbers for group A have been developed only for desert shrub.
2-8 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Antecedent runoff condition of 25 percent.However,if the lot has 20 percent imper-
vious area and a pervious area CN of 61,the composite
The index of runoff potential before a storm event is CN obtained from figure 2-3 is 68.The CN difference
the antecedent runoff condition(ARC).ARC is an between 70 and 68 reflects the difference in percent
attempt to account for the variation in CN at a site impervious area.
from storm to storm. CN for the average ARC at a site
is the median value as taken from sample rainfall and Unconnected impervious areas—Runoff from
runoff data.The CN's in table 2-2 are for the average these areas is spread over a pervious area as sheet
ARC,which is used primarily for design applications. flow.To determine CN when all or part of the impervi-
See NEH-4(SCS 1985)and Rallison and Miller(1981) ous area is not directly connected to the drainage
for more detailed discussion of storm-to-storm varia- system, (1)use figure 2-4 if total impervious area is
tion and a demonstration of upper and lower envelop- less than 30 percent or(2)use figure 2-3 if the total
ing curves. impervious area is equal to or greater than 30 percent,
because the absorptive capacity of the remaining
Urban impervious area modifications pervious areas will not significantly affect runoff.
Several factors,such as the percentage of impervious When impervious area is less than 30 percent,obtain
area and the means of conveying runoff from impervi- the composite CN by entering the right half of figure
ous areas to the drainage system,should be consid- 2-4 with the percentage of total impervious area and
ered in computing CN for urban areas(Rawls et al., the ratio of total unconnected impervious area to total
1981). For example,do the impervious areas connect impervious area.Then move left to the appropriate
directly to the drainage system,or do they outlet onto pervious CN and read down to find the composite CN.
lawns or other pervious areas where infiltration can For example,for a 1/2-acre lot with 20 percent total
occur? impervious area(75 percent of which is unconnected)
and pervious CN of 61,the composite CN from figure
Connected impervious areas—An impervious area 2-4 is 66.If all of the impervious area is connected,the
is considered connected if runoff from it flows directly resulting CN(from figure 2-3)would be 68.
into the drainage system.It is also considered con-
nected if runoff from it occurs as concentrated shal-
low flow that runs over a pervious area and then into
the drainage system.
Urban CN's(table 2-2a)were developed for typical
land use relationships based on specific assumed
percentages of impervious area.These CN vales were
developed on the assumptions that(a)pervious urban
areas are equivalent to pasture in good hydrologic
condition and(b)impervious areas have a CN of 98
and are directly connected to the drainage system.
Some assumed percentages of impervious area are
shown in table 2-2a
If all of the impervious area is directly connected to
the drainage system,but the impervious area percent-
ages or the pervious land use assumptions in table 2-2a
are not applicable,use figure 2-3 to compute a com-
posite CN. For example,table 2-2a gives a CN of 70 for
a 1/2-acre lot in HSG B,with assumed impervious area
(210-VI-TR-55,Second Ed.,June 1986) 2-9

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Figure 2-3 Composite CN with connected impervious area.
100
90
80
z
U
U)
70
0 000
0_
E
0
U 60
de oe
000
50 00
000
40
0 10 20 30 40 50 60 70 80 90 100
Connected impervious area (percent)
Figure 2-4 Composite CN with unconnected impervious areas and total impervious area less than 30%
0.0
_ 0.5
0
---- 0 0
a.0
E
8 0 5 ---- 1.0 -o 0-
.40--- °' E
U '-
000
N
---- p ♦°
0
1 -,;4 O&LL
90 80 70 60 50 40 0 10 20 30
Composite CN Total impervious
area (percent)
2-10 (210-VI-TR-55,Second Ed.,June 1986)

Reference 3
NRCS Soil Figures, Web Soil Survey, December 2024.

3 Hydrologic Soil Group—Mitchell County,North Carolina 3
M o
V M
N N
W W
402700 402900 403100 403300 403500 403700 403900 404100 404300 404500 404700 404900
35'54'25'N 35'54'25'N
8
o D —
o D - o D
8 r.
e f r
t ° s
F oD aD
z o D o D o D
f n M
• D �_� >� o D
o D o D 1 0•�
o D
o lAJ
^8 o D o D 8
J�0
o D 8
3
SCC
s
\ p
`SaB `L. o D
35°53 37'N -' 35'53'37'N
4OZ700 402900 403100 403300 403500 403700 403900 404100 404300 404500 404700 404M
3 3
in o
v Map Scale:1:10,600 if printed on A landscape(11"x 8.5")sheet M
Meters
IN
0 150 300 600 900
Feet
0 500 1000 2D00 3000
Map projection:Web Mercator Comerwordinates:WGS84 Edge tics:UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey 12/6/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Mitchell County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at
Area of Interest(A01) 0 C/D 1:12,000.
Soils Please rely on the bar scale on each map sheet for map
Soil Rating Polygons 0 D measurements.
0 A p Not rated or not available Source of Map: Natural Resources Conservation Service
0 A/D Water Features Web Soil Survey URL:
Streams and Canals Coordinate System: Web Mercator(EPSG:3857)
0 B Transportation Maps from the Web Soil Survey are based on the Web Mercator
0 B/D projection,which preserves direction and shape but distorts
Rails distance and area.A projection that preserves area,such as the
0 C #%-0 Interstate Highways Albers equal-area conic projection,should be used if more
accurate calculations of distance or area are required.
C/D US Routes
0
This product is generated from the USDA-NRCS certified data as p Major Roads of the version date(s)listed below.
Not rated or not available Local Roads
Soil Survey Area: Mitchell County, North Carolina
Soil Rating Lines Background Survey Area Data: Version 19,Sep 9,2024
" x A ® Aerial Photography Soil map units are labeled(as space allows)for map scales
" r A/D 1:50,000 or larger.
B Date(s)aerial images were photographed: Apr 1,2022—May 9,
B/D 2022
The orthophoto or other base map on which the soil lines were
" x C compiled and digitized probably differs from the background
" C/D imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
" r D
" r Not rated or not available
Soil Rating Points
0 A
0 A/D
B
B/D
UU� Natural Resources Web Soil Survey 12/6/2024
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group-Mitchell County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AcF Ashe-Cleveland-Rock B 0.9 0.1%
outcrop complex,30
to 95 percent slopes,
very bouldery
BdA Bandana sandy loam,0 A/D 13.4 2.3%
to 3 percent slopes,
occasionally flooded
BmA Biltmore sand,0 to 3 A 3.7 0.7%
percent slopes,
frequently flooded
CaE Cashiers sandy loam, A 0.6 0.1%
30 to 50 percent
slopes,stony
CeE Chandler-Micaville A 19.3 3.3%
complex,30 to 50
percent slopes,stony
CeF Chandler-Micaville A 0.8 0.1%
complex,50 to 95
percent slopes,stony
EcD Evard-Cowee complex, B 4.5 0.8%
central mountain, 15
to 30 percent slopes,
stony
HnD Huntdale silty clay loam, B 2.4 0.4%
15 to 30 percent
slopes,stony
RoA Rosman fine sandy A 1.0 0.2%
loam,0 to 3 percent
slopes,occasionally
flooded
SaB Saunook silt loam,2 to 8 B 20.0 3.5%
percent slopes
ScC Saunook silt loam,8 to B 31.8 5.5%
15 percent slopes,
stony
SdD Saunook-Thunder B 48.5 8.4%
complex, 15 to 30
percent slopes,stony
Ud Udorthents,loamy C 83.5 14.5%
Un Udorthents,loamy, A 5.4 0.9%
stony
Ur Urban land 7.0 1.2%
W Water 9.2 1.6%
WgC Watauga sandy loam,8 B 149.9 26.0%
to 15 percent slopes,
stony
USDA Natural Resources Web Soil Survey 12/6/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Mitchell County,North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
WgD Watauga sandy loam, B 158.9 27.5%
15 to 30 percent
slopes,stony
WgE Watauga sandy loam, B 16.0 2.8%
30 to 50 percent
slopes,stony
Totals for Area of Interest 576.9 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff:None Specified
Tie-break Rule: Higher
usDA Natural Resources Web Soil Survey 12/6/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

Reference 4
Drainage Area Figures, S&ME Inc., December 2024.

BAILEY ST y _ ENGLISH RD
226 �+ Chr stian Sch
OSS
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of
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Q
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tl
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v = H m BARRY DR N
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FAIR AY LN 226
Carter Ridge
Swiss
y CC7NE DR YA7VCE FARM RD
Pine Lake _--gray ree� 2 \ oq
N Graveyard Creek wOODSRO N /
WOODLAND RD
cy N
R C
' MOUNTAIN COOK LN
LAUREL D
GALAX TRL / O 0
o
v Crystal Falls v = ZyaO
o n
a ek
o
LpUREI LN o Z SCALE:
o R \a o 9 o Z 1 = 1,000
A
m m vA
u RoF o Ps \ DATE:
o aR 4 Z 12-19-2024
ktivat 1 Po Z z
7k, PROJECT NUMBER
2133314
r REFERENCE: �pSSy �pV RPy�\5 e00 FIGURE NO.
a PROJECT ALIGNMENT INFORMATION WAS OBTAINED FROM THE OWNER.PLEASE NOTE THIS 0 1,000 2,000 G PE��Oa
DATA IS FOR INFORMATIONAL PURPOSES ONLY.IT IS NOT MEANT FOR DESIGN,LEGAL,OR ANY URPL
OTHER USES.THERE ARE NO GUARANTEES ABOUT ITS ACCURACY.S&ME,INC.ASSUMES NO (FEET) a LEGEND 1
RESPONSIBILITY FOR ANY DECISION MADE OR ACTION TAKEN BY THE USER BASED UPON
INFORMATION OBTAINED FROM THE ABOVE DATA. FIGURE 2 EXTENT

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V �I'fr`�✓! �i� V_ ^ DATE:
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w f• �! �1 r� f
-)K''D�. LEGEND PROJECT NUMBER
.. \\ti- 1,�1� F. �fC`• I ' �Ns�
9<��� CHANNEL DRAINAGE AREA(DA)BOUNDARIES 2133314
REFERENCE: [ � �l 't 1 \L l f l ROADS FIGURE NO.
s PROJECT ALIGNMENT INFORMATION WAS OBTAINED FROM THE OWNER.PLEASE NOTE THIS ��� rs 1�FQ' '� ` / r
DATA IS FOR INFORMATIONAL PURPOSES ONLY.IT IS NOT MEANT FOR DESIGN,LEGAL,OR ANY 0 400 800 PARCELS
3 OTHER USES.THERE ARE NO GUARANTEES ABOUT ITS ACCURACY.S&ME,INC.ASSUMES NO 11 V r L
EXISTING MINOR GRADE CONTOUR(2')
(FEET)
o RESPONSIBILITY FOR ANY DECISION MADE OR ACTION TAKEN BY THE USER BASED UPON L`` C I
INFORMATION OBTAINED FROM THE ABOVE DATA. �` r 7"1� �� 2720 [. L �� 7 OJ —— EXISTING MAJOR GRADE CONTOUR(10')

Reference 5
Compiled HydroCAD Report, S&ME Inc., December 2024.

6S 7S 8S 31S 32S 30S
CH-1 CH-2 CH-3 CH-4 CH-5 CH-6
36S
CH-AB
1S 2S 3S 4S 34S
CH-FR-01 CH-FR 2 C -FR-03 CH-FR-04 CH-FR-05
Subcat Reach on LinkERouting Diagram for213314_Channel Design
Prepared by SWE Inc, Printed 12/6/2024
HydroCAD®10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC

213314_Channel Design
Prepared by SWE Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 25-YEAR Type II 24-hr Default 24.00 1 7.14 2

213314_Channel Design
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.908 86 Fallow, bare soil, HSG B (31S, 32S)
87.973 60 Woods, Fair, HSG B (1 S, 2S, 3S, 4S, 6S, 7S, 8S, 30S, 34S, 36S)
89.881 61 TOTAL AREA

213314_Channel Design
Prepared by SWE Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 4
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
89.881 HSG B 1 S, 2S, 3S, 4S, 6S, 7S, 8S, 30S, 31 S, 32S, 34S, 36S
0.000 HSG C
0.000 HSG D
0.000 Other
89.881 TOTAL AREA

213314_Channel Design
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 5
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 1.908 0.000 0.000 0.000 1.908 Fallow, bare soil 31 S, 32S
0.000 87.973 0.000 0.000 0.000 87.973 Woods, Fair 1S, 2S, 3S, 4S,
6S, 7S, 8S, 30S,
34S, 36S
0.000 89.881 0.000 0.000 0.000 89.881 TOTAL AREA

213314_Channel Design Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by SWE Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 6
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: CH-FR-01 Runoff Area=21,820 sf 0.00% Impervious Runoff Depth>2.45"
Flow Length=1,235' Tc=14.4 min CN=60 Runoff=1.74 cfs 0.102 of
Subcatchment 2S: CH-FR-02 Runoff Area=261,688 sf 0.00% Impervious Runoff Depth>2.45"
Flow Length=867' Tc=14.6 min CN=60 Runoff=20.74 cfs 1.225 of
Subcatchment 3S: CH-FR-03 Runoff Area=39,935 sf 0.00% Impervious Runoff Depth>2.45"
Flow Length=795' Tc=14.1 min CN=60 Runoff=3.22 cfs 0.187 of
Subcatchment 4S: CH-FR-04 Runoff Area=46,996 sf 0.00% Impervious Runoff Depth>2.45"
Flow Length=914' Tc=14.5 min CN=60 Runoff=3.74 cfs 0.220 of
Subcatchment 6S: CH-1 Runoff Area=108,785 sf 0.00% Impervious Runoff Depth>2.45"
Flow Length=1,032' Tc=12.1 min CN=60 Runoff=9.44 cfs 0.510 of
Subcatchment 7S: CH-2 Runoff Area=404,841 sf 0.00% Impervious Runoff Depth>2.45"
Flow Length=805' Tc=14.0 min CN=60 Runoff=32.80 cfs 1.896 of
Subcatchment 8S: CH-3 Runoff Area=138,061 sf 0.00% Impervious Runoff Depth>2.45"
Flow Length=1,028' Tc=10.7 min CN=60 Runoff=12.55 cfs 0.648 of
Subcatchment 30S: CH-6 Runoff Area=2,707,578 sf 0.00% Impervious Runoff Depth>2.41"
Flow Length=3,403' Tc=48.5 min CN=60 Runoff=99.47 cfs 12.485 of
Subcatchment 31S: CH-4 Runoff Area=17,170 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.51 cfs 0.169 of
Subcatchment 32S: CH-5 Runoff Area=65,951 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=13.47 cfs 0.651 of
Subcatchment 34S: CH-FR-05 Runoff Area=26,626 sf 0.00% Impervious Runoff Depth>2.46"
Tc=6.0 min CN=60 Runoff=2.87 cfs 0.125 of
Subcatchment 36S: CH-AB Runoff Area=75,766 sf 0.00% Impervious Runoff Depth>2.46"
Tc=6.0 min CN=60 Runoff=8.17 cfs 0.356 of
Total Runoff Area = 89.881 ac Runoff Volume = 18.575 of Average Runoff Depth = 2.48"
100.00% Pervious = 89.881 ac 0.00% Impervious = 0.000 ac

213314_Channel Design Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1 S: CH-FR-01
Runoff = 1.74 cfs @ 12.07 hrs, Volume= 0.102 af, Depth> 2.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
21,820 60 Woods, Fair, HSG B
21,820 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 100 0.1351 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
5.1 614 0.1580 1.99 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.3 521 0.1632 29.09 349.12 Channel Flow,
Area= 12.0 sf Perim= 10.9' r= 1.10'
n= 0.022 Earth, clean & straight
14.4 1,235 Total
Subcatchment 1 S: CH-FR-01
Hydrograph
❑Runoff
1 74 cfs
Type 11 24-h r
25-YEAR Rainfall=7.14"
Runoff Area=21,820 sf
Runoff Volume=0.102 of
1
Runoff Depth>2.45"
2 Flow Length=1 ,235'
Tcc=14.4 min
CN=60
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 2S: CH-FR-02
Runoff = 20.74 cfs @ 12.07 hrs, Volume= 1.225 af, Depth> 2.45"
Routed to Pond 3-NC : DI-FR-01
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
261,688 60 Woods, Fair, HSG B
261,688 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 100 0.1350 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
5.6 759 0.2025 2.25 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.0 8 0.6506 58.09 697.06 Channel Flow,
Area= 12.0 sf Perim= 10.9' r= 1.10'
n= 0.022 Earth, clean & straight
14.6 867 Total
Subcatchment 2S: CH-FR-02
Hydrograph
... .... . ...
23 ... . . ... . ... ■Runoff
22 . .
21 20.74 cfs
20 Type 11 24-hr
18 25-YEAR Rainfall=7.14
17 16 Runoff/Area=261,688 Sf
15 14 Runoff.Volume=1.225
12 Runoff Depth>2 45
LL 10 Flow Length=867'
8 TG=14.6 in
7 CN=60
5
4
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 3S: CH-FR-03
Runoff = 3.22 cfs @ 12.07 hrs, Volume= 0.187 af, Depth> 2.45"
Routed to Pond 3-NC : DI-FR-01
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
39,935 60 Woods, Fair, HSG B
39,935 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.1229 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
4.6 554 0.1622 2.01 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 141 0.0935 22.02 264.25 Channel Flow,
Area= 12.0 sf Perim= 10.9' r= 1.10'
n= 0.022 Earth, clean & straight
14.1 795 Total
Subcatchment 3S: CH-FR-03
Hydrograph
❑Runoff
3.22 cfs
Type II 24-hr
3
-YEAR Rainfall=7.14"25
Runoff Area=39,935 sf
Runoff Volume=0.187 of
2 Runoff Depth>2.45"
LL Flow Length=795'
Tc=14.1 min
1 CN=60
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 4S: CH-FR-04
Runoff = 3.74 cfs @ 12.07 hrs, Volume= 0.220 af, Depth> 2.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
46,996 60 Woods, Fair, HSG B
46,996 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.1213 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
4.8 569 0.1586 1.99 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.3 245 0.0464 15.51 186.15 Channel Flow,
Area= 12.0 sf Perim= 10.9' r= 1.10'
n= 0.022 Earth, clean & straight
14.5 914 Total
Subcatchment 4S: CH-FR-04
Hydrograph
4 ❑Runoff
3.74 cfs
Type 11 24-h r
25-YEAR Rainfall=7.14"
3 Runoff Area=46,996 sf
Runoff Volume=0.220 of
Runoff Depth>2.45"
2
.2 Flow Length=914'
Tc=14.5 min
CN=60
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 6S: CH-1
Runoff = 9.44 cfs @ 12.05 hrs, Volume= 0.510 af, Depth> 2.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
108,785 60 Woods, Fair, HSG B
108,785 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.5 100 0.1174 0.17 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
2.1 298 0.2236 2.36 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.5 634 0.0953 22.10 265.16 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09'
n= 0.022 Earth, clean & straight
12.1 1,032 Total
Subcatchment 6S: CH-1
Hydrograph
❑Runoff
10 9.44 cfs
9 Type 11 24-hr
25-YEAR Rainfall=7.14"
8 ---
Runoff Area=108,785 sf
7-
Runoff Volume=0.510 of--
6 Runoff Depth -2.45"_.
LL 5-
Flow Length=1,032'
4 TC=12.1 min
3 CN=60
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 7S: CH-2
Runoff = 32.80 cfs @ 12.07 hrs, Volume= 1.896 af, Depth> 2.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
404,841 60 Woods, Fair, HSG B
404,841 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.5 100 0.0920 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
3.1 542 0.3464 2.94 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.4 163 0.0109 7.47 89.68 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09'
n= 0.022 Earth, clean & straight
14.0 805 Total
Subcatchment 7S: CH-2
Hydrograph
36 ❑Runoff
34 32.80 cfs
32 Type.11.24.
28 25-YEAR Rainfall=7.14
26 -- Runoff Area=404,:.841 sf--
2
22 Runoff Volume=1 896 of
_ _
20 - Runoff Depth>2.45"
3 18
16 Flow Length=805'
14 TC=14.0..mi.n... ..
12
10 CN=60
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 8S: CH-3
Runoff = 12.55 cfs @ 12.03 hrs, Volume= 0.648 af, Depth> 2.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
138,061 60 Woods, Fair, HSG B
138,061 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.3 100 0.1656 0.20 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
1.6 317 0.4568 3.38 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.8 611 0.0305 12.50 150.01 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09'
n= 0.022 Earth, clean & straight
10.7 1,028 Total
Subcatchment 8S: CH-3
Hydrograph
14 __ ❑Runoff
13 12.55 cfs
12 Type 11 24-hr.
11 25-YEAR Rainfall=7.14
10 Runoff Area=138,061 .sf
9 Runoff-Volume=0.648 of--
- Runoff-Depth>2.45"-7-
2 6 Flow Length=1028'
5 T&10.7 min
4-
CN=60
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 30S: CH-6
Runoff = 99.47 cfs @ 12.50 hrs, Volume= 12.485 af, Depth> 2.41"
Routed to nonexistent node R1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
2,707,578 60 Woods, Fair, HSG B
2,707,578 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.1 100 0.0374 0.11 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
33.4 3,303 0.1084 1.65 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
48.5 3,403 Total
Subcatchment 30S: CH-6
Hydrograph
110 ■Runoff
105
1 95 Type 1124.hr
90 25-YEAR Rainfall=7.14"
85
80 Runoff Area=2,707,578 s
75
70 Runoff Volume 12.485 a -
60 Runoff Depth>2.41"
0 66 Flow Length=3,403'
45 Tc=48.5 min
40 _ -
35 CN=60
30
25
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by SWE Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 31S: CH-4
Runoff = 3.51 cfs @ 11.96 hrs, Volume= 0.169 af, Depth> 5.16"
Routed to nonexistent node R1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,170 86 Fallow, bare soil, HSG B
17,170 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 31 S: CH-4
Hydrograph
❑Runoff
3.51 cfs
Type 11 24-h r
3 25-YEAR Rainfall=7.14
Runoff Area=17,170 sf
Runoff Volume=0.169 of
2
Runoff Depth>5.16..
LL Tc=6.0 m i n
CN=86
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by SWE Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 32S: CH-5
Runoff = 13.47 cfs @ 11.96 hrs, Volume= 0.651 af, Depth> 5.16"
Routed to nonexistent node R1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
65,951 86 Fallow, bare soil, HSG B
65,951 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 32S: CH-5
Hydrograph
15 _ ■Runoff
14 13.47 cfs
13 Type 1124 .h r
......... .......... ...............
12 25-YEAR Rainf..all.RT.14".............
11 Runoff Area=65,951 sf
10
Runoff Volume=0.651 of
9
8 Runoff Depth>5.16"
LL ' Tc=6.0 min
6
CN 86
5
4
3 '
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by SWE Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 34S: CH-FR-05
Runoff = 2.87 cfs @ 11.98 hrs, Volume= 0.125 af, Depth> 2.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
26,626 60 Woods, Fair, HSG B
26,626 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 34S: CH-FR-05
Hydrograph
❑Runoff
3 z.a its
Type 11 24-h r
25-YEAR Rainfall=7.14"
Runoff Area=26,626 sf
2 Runoff Volume=0.125 of
Runoff Depth>2.46"
LL Tc=6.0 m i n
CN=60
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Channel Design Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by SWE Inc Printed 12/6/2024
HydroCAD® 10.20-4a s/n 04151 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 36S: CH-AB
Runoff = 8.17 cfs @ 11.98 hrs, Volume= 0.356 af, Depth> 2.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
75,766 60 Woods, Fair, HSG B
75,766 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 36S: CH-AB
Hydrograph
9 ■Runoff
8.17 cfs
Type II 24-hr
7 25-YEAR Rainfail=7.14
Runoff Area=75,766 sf
Runoff Volume=0.356 of
5 Runoff Depthy2.46
3
4 Tc=6.0 min
CN=60-
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Reference 6
North Carolina Erosion and Sediment Control Planning and Design Manual —Section 6.17 Rolled Erosion Control
Products; NCDEQ; May 2013.

Practice Standards and Specifications
6.17
ROLLED EROSION CONTROLPRODUCTS
RECP
Definition Rolled erosion control products are manufactured or fabricated into rolls
designed to reduce soil erosion and assist in the growth, establishment
and protection of vegetation. Examples of RECP's are blankets, nets, and
matting.
Purpose Erosion control mats and blankets are intended to protect soil and hold seed and
mulch in place on slopes and in channels so that vegetation can become well
established. Turf reinforcement mats can be used to permanently reinforce
grass in drainage ways during high flows. Nets are made of high tensile
material woven into an open net which overlays mulch materials. Blankets
are made of interlocking fibers, typically held together by a biodegradable
or photodegradable netting (for example, excelsior or straw blankets). They
generally have lower tensile strength than nets, but cover the ground more
completely. Coir(coconut fiber)fabric comes as both nets and blankets.
Conditions Where Rolled Erosion Control Products (RECP's)should be used to aid permanent
Practice Applies
vegetated stabilization of slopes 2:1 or greater and with more than 10 feet of
vertical relief. RECP's should also be used when mulch cannot be adequately
tacked and where immediate ground cover is required to prevent erosion
damage.
RECP's should be used to aid in permanent stabilization of vegetated channels
when runoff velocity will exceed 2 ft/sec on bare earth during the 2-yearrainfall
event that produces peak runoff. The product selected must have a permissible
shear stress that exceeds the shear stress of the design runoff event.
Planning • Good ground contact is critical to the effectiveness of these products. If
good ground contact is not achieved, runoff can concentrate tinder the
(.nngidP.ratinn.q
product,resulting in significant erosion.
• Nets must be used in conjunction with mulch. Excelsior, woven straw
blankets and coir(coconut fiber)blankets may be installed without mulch.
There are many other types of erosion control nets and blankets on the
market that may be appropriate in certain circumstances. In general,most
nets(e.g.jute matting)require mulch in order to prevent erosion because
they have a fairly open structure. Blankets typically do not require mulch
because they usually provide complete protection of the surface.
• Most netting used with blankets is photodegradable,meaning they break
down under sunlight(not UV stabilized). However,this process can take
months or years even under bright sun. Once vegetation is established,
sunlight does not reach the mesh. It is not uncommon to find non-
degraded netting still in place several years after the installation. This can
be a problem if maintenance requires the use of mowers or ditch cleaning
equipment. In addition,birds and small animals can become trapped in
the netting.
Rev.6106 6.17.1

• Biodegradable blankets are available for use in sensitive areas. These
organic blankets are usually held together with a fiber mesh and stitching
which may last up to a year.
Design Criteria The following discussion and examples of design are adapted from "Green
Engineering, Design Principles and Applications Using Rolled Erosion
Control Products"by C.Joel Sprague.
Slope Protection: Reducing raindrop and overland flow erosion. The
Revised Universal Soil Loss Equation(RUSLE),as shown below,is commonly
used to estimate erosion due to rainfall and sheet runoff.
A= R *K * LS * C * P
where:
A=soil loss in tons/acre/year
R=rain factor
K=soil erodibility
LS=topographic factor
C=cover factor
P=practice factor
The United States Department of Agriculture's handbook, "Predicting Soil
Erosion by Water: A Guide to Conservation Planning with the Revised
Universal Soil Loss Equation(RUSLE), 1997,"provides agriculture-oriented
values for all of these variables. Yet, when the equation is used to estimate
construction-related erosion,the following unique C-and P-factors developed
specifically for these applications should be used.
The C-Factor—C-factors are equal to the reduction in soil loss when using
a specific erosion control system when compared to the comparable bare soil
(control)condition. The designer will require C-factors representing various
conditions from unvegetated to fully vegetated, including vegetation, which
has been mulched or,alternatively,protected by an RECP,in order to determine
an appropriate factor to be used to represent the design condition. (See Table
6.17a for a range of C-factors.)
6.17.2 Rev.6106

Practice Standards and Specifications
Table 6.17a C-Factor for Various Slope Treatments
Treatment Dry Mulch Rate C-Factor for Growing Period*
kglm' Slope% <6 Weeks 1.5-6 Months 6-12 Months Annualized**
No mulching or seeding - all 1.00 1.00 1.00 1.00
Seeded grass none all 0.70 0.10 0.05 0.15
U.22 <10 U.2U U.U'! U.U3 U.U'1
0.34 <10 0.12 0.05 0.02 0.05
0.45 <10 0.06 0.05 0.02 0.04
0.45 11 - 15 0.07 0.05 0.02 0.04
0.45 16-20 0.11 0.05 0.02 0.04
0.45 21 -25 0.14 0.05 0.02 0.05
0.45 26-33 0.17 0.05 0.02 0.05
0.45 34-50 0.20 0.05 0.02 0.05
Second-year grass - all 0.01 0.01 0.01 0.01
Organic and Synthetic Blankets - all 0.07 0.01 0.005 0.02
Composite Mats - all 0.07 0.01 0.005 0.02
Synthetic Mats - all 0.14 0.02 0.005 0.03
Fully Vegetated Mats - all 0.005 0.005 0.005 0.005
*Approximate time periods for humid climates: Conversion: kglm3 x 4.45=tons/acre.
**Annualized C-Factor=�<6 weeks value x 6/52)+ (1.5-6 months value x 20/52) + (6-12 months value x
26/52).
Table 6.17b Permissible Shear Stress, cP, of Various RECP's
Max. Permis- Slopes*
Category Product Type sible Shear Stress Up To
(Iblft2)
Degradable RECP's�Unvegetated) Nets and Mulch 0.1 -0.2 20:1
Coir Mesh 0.4-3.0 3:1
Blanket-Single Net 1.55-2.0 2:1
Blanket-Double Net 1.65-3.0 1:1
Nondegradable RECP's Unvegetated TRM** 2-4 1:1
Partially Vegetated TRM 4-6 >1:1
Fully Vegetated 5- 10 >1:1
Steeper slope limits may apply. For further information, contact the manufacturer.
**Turf Reinforcement Mat.
Rev.6106 6.17.3

The P-Factor—when examining erosion by itself,is commonly taken as 1.0,
since this assumes that no special"practices"(i.e.terracing,contouring, etc.)
will be used. Yet, the use of silt fences or other storm water management/
sediment control practices may be integrated into the RUSLE using a P-factor
that is less than 1.0, which reflects the effectiveness of the sediment control
practice in removing sediment from runoff.
Sample Problem A steep slope is to be protected from erosion using RECP. The 3H:1V
6.17a slope is 100 feet long and comprised of silty loam. The RUSLE will
be used to evaluate the effectiveness of RECP in limiting annual soil
loss. Following are the inputs to the RUSLE equation from the U.S.
Department of Agriculture:
R = 250
K = 0.33
LS =6.2
P= 1.0(assuming no sediment control)
From Table 6.17a:
Cunp,Mte(ed= 1.00
Cproiected, year 1 = 0.03
Cprolected, year 2+= 0.005
Aunp,otecied=250 x 0.33 x 6.2 x 1.0 x 1.0 = 511 tons/acre/year
Aprolected, year 1 =250 x 0.33 x 6.2 x 0.03 x 1.0= 15 tons/acre/year
Aprolected, year 2+ =250 x 0.33 x 6.2 x 0.005 x 1.0= 3 tons/acre/year
This example shows that vegetation, protected by an RECP, is 97
percent effective in reducing erosion in the first year and 99.5 percent
effective in the longer-term.
Table 6.17b aids in selecting an appropriate type of RECP for the
project-specific slope.
Drainage Channels asu4.ear uAcN::i=,.,i :,Su � . a
Liscu
to determine if a channel liner is stable.This method regkiires the input of an
appropriate expected flow rate(discharge)as well as the determination of flow
depth. A broader presentation of channel design is located in Appendix 8.05,
Design of'Slable Channels and Diversions.
The design flow rate will be based on local storm frequency design standards
and flow depth is calculated - commonly using Manning's equation. With
these inputs the designer can then perform a permissible shear design,which
compares the permissible shear of the prospective liner materials to the
expected flow-induced shear as calculated using the equation below.
T,=Y❑ S
where:
Y=unit weight of water(62.4lb/ft3)
❑=depth of flow(ft)
S=channel slope(ft/ft)
6.17.4 Rev.6106

Practice Standards and Specifications
If the permissible shear stress, tip, is greater than the computed shear, Tc,
the lining is considered acceptable.Values for permissible shear stress, Tp,
for linings are based on research conducted at laboratory facilities and in the
field. Typical values are given in Table 6.17b. The permissible shear stress,
Tp, indicates the force per unit area resulting from flowing water required to
create instability of the lining material and/or adjacent soil.
Manning's Equation and Roughness Coefficient, n—The condition of
uniform, steady flow in a channel at a known discharge is computed using
the Manning's Equation below. Numerous computer programs are available
to facilitate the use of this equation since a trial-and-error solution relating
channel width,B,and depth. D,is required.
Q=(1.491n)(A) (R)213(S)112
Manning's equation for determining velocity:
V=(1.49In) (R)213(S)112
where:
Q=discharge(c fs)
V=average velocity in cross section(ftls)
n=Manning's roughness coefficient
A=cross-sectional area(ft)
R=hydraulic radius=AIP(ft)
P=wetted perimeter(ft)
S = energy gradient (commonly taken as equivalent to the channel bed
slope, ft/ft)
The appropriate Manning's "n" to use when designing with RECP's
depends on whether one is designing for bare soil retention and vegetation
establishment(short-term)or for fully grassed conditions(long term),or both.
The"n"values for RECP's can vary significantly with material type and flow
depth,but they typically range from 0.02 to 0.04 and are usually provided by
the manufacturer.
In lieu of product-specific information, the following values can be used as
approximations.
numregewa ,j=0.02
nvegetsted= refer to Table 6.17c and Figure 6.17a
n,,n, d= refer to Table 8.05e
Table 6.17c Grass Retardance Categories
Average Grass Length Retardance
>24 in. A
10 in. to24in. B
6 in. to10in. C
2 in. to6in. D
Less than 2 in. E
Rev.6106 6.17.5

a
Figure 6.17a Hydraulic roughness of •5
grass .3
.2
ss "IN
.08
.06
0 .05
.04
.03
.02
1 2 345681 2 3456 81015
VP ft2/sec
Figure 6.17b Limiting values for Mare u 8 N faool
and TRM protected soils
(6) 18 7 (350)
(5) 4 15 6 4�}— fsoo}
w Soil Protecte
(4) 12 with ECB 5 (250)
(a) a 4 4 U f2Dm
f2j 5 Soil Protecte 3 LO (150)
with TH
[ar } 3 2 }_
�_ Tare Soil
10i � ❑ 1 —S
1 2 5 10 20 50
Time (hours)
(7) .-, 21 8 .ti (4W)
Figure 6.17c Limiting values for plain in I � TRM Rein-
and TRM reinforced grass (6) 18 forced Grass {350}
N
[5] 15 6 = {aoD}
(4) t 12 brass with 5 {25D}
U Ground Cover i
(3) 0 9 4 `I (WO)
pl S
f2) 5 3 cn peal
ft) aGrass with 2 } O001
E Poor C ver
f0) —� [} 1 —s (sa)
1 2 5 10 20 50
Time (hours)
6.17.6 Rev.6106

Practice Standards and Specifications
Sample Problem Determine if an RECP-lined drainage channel will be stable for a long-
17b term peak flow �10-year design storm) of 70 cfs down a 20:1 slope
�S=0.05)with a 4 foot bottom width and 1:1 side slopes.The duration of
flow is 50 hours for long-term and one hour for short-term design. The
grass cover is expected to be in retardance group D.Short-term stability
can be checked using the two-year design storm, which produces a
short-term peak flow of 45 cfs.
Lang-term design =vegetated channel stability
• Use Qpeak=Q10-year=70 cfs
• From Figure 6.17c: Limiting shear= 6 Ib/ftz
• Assume nvegetated =0.05
Salve for the depth of flow using iterations of Manning's equation. An
Excel spreadsheet located on the internet at http://www.dir.enr.state.
nc.uslpageslsedimenttecassist.html or commercially available channel
software is recommended.
For trapezoidal channels:
(bd +zd2)
(bd +zd2) M Qn
_
b+2d [z7+ 1F] 1.49SI12
From trial-and-error, d = 1.7ft
Determine area of flow A,from A= (bd +zd2)
=9.8ft2
Since slope< 1:10, calculate VR using:
Vstimate= 7.1 ft/s;
VR= (7.1ftls)�1.11)= 7.88ftls
From Figure 6.17a: Use n = 0.032. Recalculated = 1.34ft
A= 7.14ft2
Check shear stress To=YDS
=�62.4)�1.34) (0.05)
=4.18 Ibtft2
4.18 < 6 Iblft�, therefore acceptable
Rev.6106 6.17.7

a
Sample Problem Short-term design = bare soil channel stability
6.17b con't. . Use Q peak=Q2 year=45 cfs
• From Figure 6.17b: Limiting shear=4.5 Iblft2
• For mat on bare soil, n = 0.03
r7atarmina elanth of flew win trail-and-arrnr i minn Manninn'c Fnim inn
For trapezoidal channels: (bd +zdz)
(bd +zd2) (bd +zd2) 213 = Q n
�]
b+2d (z2+ 1 ;" 1AgSl2
From trial-and-error, d = 1.0ft
Check shear stress T=YDS
_(62.4)(1.0)(0.05)
=3.12 Ibtft2
3.12 <4.5 Ibtft2, therefore acceptable
Construction Construction
Specifications Even if properly designed, if not properly installed, RECP's will probably
not function as desired. Proper installation is imperative. Even if properly
installed, if not properly timed and nourished, vegetation will probably not
grow as desired. Proper seed/vegetation selection is also imperative.
Grade the surface of installation areas so that the ground is smooth and loose.
When seeding prior to installation, follow the steps for seed bed preparation,
soil amendments, and seeding in Surface Stabilization,6.1. All gullies,rills,
and any other disturbed areas must be fine graded prior to installation. Spread
seed before RECP installation.{Important:Remove all large rocks,dirt clods,
stumps,roots,grass clumps,trash,and other obstructions from the soil surface
to allow for direct contact between the soil surface and the RECP.}
Terminal anchor trenches are required at RECP ends and intermittent trenches
must be constructed across channels at 25-foot intervals. Terminal anchor
trenches should be a minimum of 12 inches in depth and 6 inches in width,
while intermittent trenches need be only 6 inches deep and 6 inches wide.
Installation for Slopes—Place the RECP 2-3 feet over the top of the slope
and into an excavated end trench measuring approximately 12 inches deep
by 6 inches wide. Pin the RECP at 1 foot inters als along the bottom of the
trench, backfill, and compact. Unroll the RECP down (or along) the slope
maintaining direct contact between the soil and the RECP. Overlap adjacent
rolls a minimum of 3 inches. Pin the RECP to the ground using staples or
pins in a 3 foot center-to-center pattern. Less frequent stapling/pinning is
acceptable on moderate slopes.
6.17.8 Rev.6106

Practice Standards and Specifications
Installation in Channels—Excavate terminal trenches(12 inches deep and 6
inches wide)across the channel at the tipper and lower end of the lined channel
sections. At 25-foot intervals along the channel,anchor the RECP across the
channel either in 6 inch by b inch trenches or by installing two closely spaced
rows of anchors. Excavate longitudinal trenches 6 inches deep and wide along
channel edges (above water line) in which to bury the outside RECP edges.
Place the first RECP at the downstream end of the channel. Place the end of
the first RECP in the terminal trench and nin it at l foot intervals alone the
bottom of the trench. r
Note:The RECP should be placed upside down in the trench with the roll on
the downstream side of the bench.
Once pinned and backfilled, the RECP is deployed by wrapping over the
top of the trench and unrolling upstream. If the channel is wider than the
provided rolls,place ends of adjacent rolls in the terminal trench,overlapping
the adjacent rolls a minimum of 3 inches.Pin at 1 foot intervals,backfill,and
compact. Unroll the RECP in the upstream direction until reaching the first
intermittent trench. Fold the RECP back over itself, positioning the roll on
the downstream side of the trench, and allowing the mat to conform to the
trench.
Then pin the RECP (two layers) to the bottom of the trench, backfill, and
compact. Continue up the channel(wrapping over the top of the intermittent
trench) repeating this step at other intermittent trenches, until reaching the
upper terminal trench.
At the upper terminal trench, allow the RECP to conform to the trench,
secure with pins or staples, backfill, compact and then bring the mat back
over the top of the trench and onto the existing mat(2 to 3 feet overlap in the
downstream direction), and pin at 1 foot intervals across the RECP. When
starting installation of a new roll,begin in a trench or shingle-lap ends of rolls
a minimum of 1 foot with upstream RECP on top to prevent uplifting. Place
the outside edges of the RECP(s) in longitudinal trenches,pin,backfill, and
compact.
Anchoring Devices-11 gauge,at least b inches length by 1 inch width staples
or 12 inch minimum length wooden stakes are recommended for anchoring the
RECP to the ground.
Drive staples or pins so that the top of the staple or pin is flush with the ground
surface. Anchor each RECP every 3 feet along its center. Longitudinal
overlaps must be sufficient to accommodate a row of anchors and uniform
along the entire length of overlap and anchored every 3 feet along the overlap
length. Roll ends may be spliced by overlapping 1 foot(in the direction of
water flow),with the upstreamlupslope mat placed on top of the downstreanll
downslope RECP. This overlap should be anchored at 1 foot spacing across
the RECP. When installing multiple width mats heat seamed in the factory,all
factory seams and field overlaps should be similarly anchored.
Rev.6106 6.17.9

0
Figure 6.17d Temporary Channel Liners;Washington State Department of Ecology
Excavate channel to design
Overlap 6"min. grade and crass-section
�+J Design depth
Longitudinal
anchor trench
Overcut channel 2"to allow bulki likilAA11.
during seedbed preparation
6„
Typical installation
with erosion control
blankets or turf `r
reinforcement mats
6" 6„
Intermittent check slot Longitudinal anchor trench
Shingle-lap spliced ends or begin new
roll in an intermittent check slot
Prepare soil and apply seed before EE
installing blankets,mats or other
temporary channel liner system
_o
V
NOTES:
1. Design velocities exceeding 2 ftlsec require temporary blankets, mats or similar liners to protect
seed and soil until vegetation becomes established.
2.Grass-lined channels with design velocities exceeding 6 ftlsec should include turf reinforcement
mats
6.l 7.l 0 R v .6106

Practice Standards and Specifications
Figure 6.17e Channel Installation and Slope Installation;Washington State Ecology Department
Terminal slope and
Longitudinal anahor P
trench 12" channel anchor trench
b"
Stake at S-5'
intervals
bol
Check slot at 25'
intervals
Initial channel Intermittent
anchor trench check slot
NOTE:
1.Check slots to be constructed per manufacturers specifications.
2. Staking or stapling layout per manufacturers specifications.
Slope surface shah be smooth before If there is a berm at the top of
placement for proper soil contact. slope,anchor upslope of the berm.
Stapling pattern as Min. 2" 1 Anchor in 6"x6" min.Trench
per manufacturers overlap�♦r rr rr and staple at 12" intervals.
recommendations.
r' Min.6"overlap,
��• - r
r
Staple overlaps
max. 5"spacing.
Do not stretch blankets/matting tight-allow Bring material down to a level area,
the rolls to conform to any irregularities. turn the end under 4"and staple at 12"intervals.
For slopes less than 3h1:1V,rolls Lime,fertilize,and seed before installation.Planting
may be placed in horizontal strips. of shrubs,trees,etc.should occur after installation.
Rev.6106 6.17.11

a
Maintenance L Inspect Rolled Erosion Control Products at least weekly and after each
significant(112 inch or greater)rain fall event repair immediately.
2. Good contact with the ground must be maintained,and erosion must not
occur beneath the RECP.
3. Any areas of the RECP that are damaged or not in close contact with the
ground shall be repaired and stapled.
A TC----__._ .1___i_ _.__mil__ __._a..._11_.1 .1..._:._._.�_ il__
14. rr uroswn ovcurs true topoorly UUULIUucu uruinuge, tau proolu n SJUMI oc
fixed and the eroded area protected.
5. Monitor and repair the RECP as necessary until ground cover is
established.
Refe re n ces Sprague, C. Joel. TRI/ Environmental, Inc. "Green Engineering, Design
principles and applications using rolled erosion control products"
Storm Water Management Manual for Western Washington,Washington State
Department of Ecology,Water Quality Program
http-4/www.ecy.wa.goviprogi-ams/wq/storTnwateriindex.html
Erosion Control Technology Council,http://www.ecte.org
6.17.12 Rev.6/07

Reference 7
North Carolina Erosion and Sediment Control Planning and Design Manual —Section 6.66 Compost Sock; NCDEQ;
May 2013.

Practice Standards and Specifications
6.66 • - • •
c
Definition A compost sock is a three-dimensional tubular sediment control and storm water
runoff device typically used for perimeter control of sediment and soluble
pollutants (such as phosphorous and petroleum hydrocarbon), on and around
construction activities. Compost socks trap sediment and other pollutants in
runoff water as it passes through the matrix of the sock and by allowing water to
temporarily pond behind the sock, allowing deposition of suspended solids.
Compost socks are also used to reduce runoff flow velocities on sloped surfaces.
Compost products acceptable for this application should meet the chemical,
physical and biological properties specified for Practice 6.18, Compost Blankets.
Figure 6.66a - Compost Sock
Photo Credit-Filtrexx International
Conditions Where Compost socks are to be installed down slope of disturbed areas requiring
Practice Applies erosion and sediment control. Compost socks are effective when installed
perpendicular to sheet flow, in areas where sediment accumulation of less
than six inches is anticipated. Acceptable applications include (Fifield,
2001):
• Site perimeters
Below disturbed areas subject to sheet runoff, with minor sheet or rill
erosion. Compost socks should not be used alone below graded slopes
greater than 10 feet in height.
0 Above graded slopes to serve as a diversion berm.
Rev.5113 6.66.1

Practice Standards and Specifications
• Check dams
• Along the toe of stream and channel banks
• Around area drains or inlets located in a storm drain system
• Around sensitive trees where trenching of silt fence is not beneficial for tree
survival or may unnecessarily disturb established vegetation.
• On paved surfaces where trenching of silt fence is impossible.
❑ compost sorb ran be annlied to nrna� of ol-�no+ ninnfF nn �lnnne iin +n o 7.1
n waaip.w� own �.ua• ��. rAp.r.aa�.0 w r.�a�.uo �i • tea• oa�l.w up. � rA �..i
grade with a maximum height of 10 feet, around inlets, and in other disturbed
areas of construction sites requiring sediment control. Compost socks may also
be used in sensitive environmental areas,or where trenching may damage roots.
The weight of a filled sock (40 IN / linear ft. for S" diameter) effectively
prevents sediment migration beneath the sock. It is possible to drive over a
compost sock during construction (although not recommended); however, these
areas should be immediately repaired by manually moving the sock back into
place, if disturbed. Continued heavy construction traffic may destroy the fabric
mesh, reduce the dimensions, and reduce the effectiveness of the compost sock.
Vegetating the compost sock should be considered.
Planning Compost socks shall either be made on site or delivered to the jobsite
Considerations assembled. The sock shall be produced from a 5 mil thick continuous
HDPE or polypropylene, woven into a tubular mesh netting material, with
openings in the knitted mesh of 1/8 -3 (3-1Drnm). This shall then be filled ith
compost meeting the specifications outlined in Practice 6.18, Compost Blankets,
with the exception of particle size, to the diameter of the sock. Compost sock
netting materials are also available in biodegradable plastics for areas where
removal and disposal are not desired (i.e., when using pre-seeded socks).
Compost socks contain the compost,maintaining its density and shape.
Compost socks should be installed parallel to the base of the slope or other
affected area, perpendicular to sheet flow. The sock should be installed a
minimum of 10 feet beyond the top of graded slopes. When runoff flows onto
LL1G UIJLUL UGU ci1GQ Ll Vlll cl ltilll,l c1VUVG LL1G work LVL1G, Q JGl+VL1U sock may VG
constructed at the top of the slope in order to dissipate flows.
On locations where greater than a 200-foot long section of ground is to be treated
with a compost sock, the sock lengths should be sleeved. After one sock section
(200 feet) is filled and tied off(knotted) or zip tied, the second sock section shall
be pulled over the first 1-2 feet and 'sleeved' creating an overlap. Once
overlapped, the second section is filled with compost starting at the sleeved area
to create a seamless appearance. The socks may be staked at the overlapped area
(where the sleeve is) to keep the sections together. Sleeving at the joints is
necessary because it reduces the opportunity for water to penetrate the joints
when installed in the field.
6,66.2 Ru:5113

Practice Standards and Specifications
Compost Sock Convelrtiotlal Product Description Example
BM P Application
Silt Socks Silt Fence{on A 3-dimensional .44—
smaller areas} sediment control °
measure used for i lg
sediment removal
1�
Inlet Socks Inlet Designed to allow
Protection stormwater to enter
inlets while removing _
sediment and protecting
inlets from clogging
Ditch Check Rock Check Contours to ditch shape
Darns and eliminates gullies
Table 6.66a Compost Sock BMPs as Replacements for Current Erosion Control Practices
Photo credits: Filtrexx International
After filling, the compost sock must be staked in place. Oak or other durable
hardwood stakes 2"x 2" in cross section should be driven vertically plumb,
through the center of the compost sock. Stakes should be placed at a maximum.
interval of 4 feet, or a maximum interval of S feet if the sock is placed in a 4 inch
trench. See Figure 6.66b. The stakes should be driven to a minimum depth of 12
inches,with a minimum of 3 inches protruding above the compost sock.
If the compost sock is to be left as part of the natural landscape, it may be seeded
at time of installation for establishment of permanent vegetation using the
seeding specification in the erosion and sedimentation control plan. A maximum
life of 2 years for photodegradable netting and 6 months for biodegradable
netting should be used for planning purposes.
Rev.5113 6.66.3

Practice Standards and Specifications
Compost socks may be used as check darns in ditches not exceeding 3 feet in
depth. Normally, S to 12 inch diameter socks should be used. Be sure to stake
the sock perpendicular to the slope of the ditch. When used as check dams,
installation should be similar to that of natural fiber wattles. The ends and
middle of the sock should be staked, and additional stakes placed at a 2-foot
maximum interval. See Table 6.66b for spacing.
Design Criteria The sediment and pollutant removal process characteristic to a compost sock
allows deposition of settling solids. Ponding occurs when water flowing to the
sock accumulates faster than the hydraulic flow through rate of the sock.
Typically, initial hydraulic flow-through rates for a compost sock are 50%
greater than geotextile fabric (silt fence). However, installation and maintenance
is especially important for proper function and performance. Design
consideration should be given to the duration of the project, total area of
disturbance,rainfalllrunoff potential, soil erosion potential, and sediment loading
when specifying a compost sock.
Runoff Flow:
The depth of runoff ponded above the compost sock should not exceed the height
of the compost sock. If overflow of the device is a possibility, a larger diameter
sock should be constructed, other sediment control devices may be used, or
management practices to reduce runoff should be installed. Alternatively, a
second sock may be constructed or used in combination with Practice 6.17,
Rolled Erosion Control Products or Practice 6.1 S, Compost Blankets to slow
runoff and reduce erosion.
Level Contour:
The compost sock should be placed on level contours to assist in dissipating low
concentrated flow into sheet flow and reducing runoff flow velocity. Do not
construct compost socks to concentrate runoff or channel water. Sheet flow of
water should be perpendicular to the sock at impact and un-concentrated.
Placing compost socks on undisturbed soil will reduce the potential for
aa......
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llllllPri11R by rnnrPT'ItTQtPlI rnnnf f7n�xvc
µiavVia�y] VViayyia�a uyar iuuVil iaV� .�.
Runoff and Sediment Accumulation:
The compost sock should be placed at a 10 foot minimum distance away from the
toe of the slope to allow for proper runoff accumulation for sediment deposition
and to allow for maximum sediment storage capacity behind the device. On flat
areas,the sock should be placed at the edge of the land-disturbance.
End Around Flow:
In order to prevent water flowing around the ends of the compost sock, the ends
of the sock must be constructed pointing upslope so the ends are at a higher
elevation. A minimum of 10 linear feet at each end placed at a 30 degree angle is
recommended.
6.66.4 Ru:5113

Practice Standards and Specifications
Vegetated Compost Sock:
For permanent areas the compost sock can be directly seeded to allow vegetation
established directly on the device. Vegetation on and around the compost sock
will assist in slowing runoff velocity for increased deposition of pollutants. The
option of adding vegetation should be shown on the erosion and sedimentation
control plan. No additional soil amendments or fertilizer are required for
vegetation establishment in the vegetated compost sock.
Slope Spacing& Drainage Area:
Maximum drainage area to and spacing between the compost socks is dependent
on rainfall intensity and duration used for specific design/plan, slope steepness,
and width of area draining to the sock.
A compost sock across the full length of the slope is normally used to ensure that
stormwater does not break through at the intersection of socks placed end-to-end.
Ends are jointed together by sleeving one sock end into the other. The diameter
of the compost sock used will vary depending upon the steepness and length of
the slope;example slopes and slope lengths used with different diameter compost
socks are presented in Table 6.66b.
Table 6.66b -Compost Sock Spacing versus Channel Slope
Channel Slope % Spacing Between Socks feet
8-inch Diameter Sock 12-inch Diameter Sock
1 67 100
2 33 50
3 22 33
4 17 25
5 13 20
Source: B. Faucette-2010
Material:
The compost media shall be derived from well-decomposed organic matter
source produced by controlled aerobic (biological) decomposition that has been
,;+;�A 1 rl„ ,,,.,1, +l,A ., ,�+; ,,, ,f l,A�+ �,,7 +�h;l;�A.� +., +l,A „*
jalllL zeu Llllough the generation Vl 114,GL CLL1U �l L[LV 111L4�LL LV LL1L r1o111� L11fAL 1L lj
appropriate for this particular application. Compost material shall be processed
through proper thermophilic composting, meeting the US Environmental
Protection Agency's definition for a `Process to Further Reduce Pathogens'
(PFRP), as defined at 40 CFR Part 503. The compost portion shall meet the
chemical, physical and biological properties specified in Practice 6.18, Compost
Blankets Table 6.18a, with the exception of particle size. Slightly more coarse
compost is recommended for the socks,as follows:
Particle Size Distribution
Sieve Size Percent Passing Selected Sieve Mesh Size,Dry Weight Basis
2" 99 %(3" Maximum Particle Size)
318" 30-50 %
See Practice 6.18, Compost Blankets for complete information on compost
parameters and tests. Installer should provide documentation to support
compliance of testing required in the compost specification.
Rev.5113 6.66.5

Practice Standards and Specifications
This specification covers compost produced from various organic by-products,
for use as an erosion and sediment control measure on sloped areas. The
product's parameters will vary based on whether vegetation will be established
on the treated slope. Only compost products that meet all applicable state and
federal regulations pertaining to its production and distribution may be used in
this application. Approved compost products must meet related state and federal
chemical contaminant (e.g., heavy metals, pesticides, etc.) and pathogen limit
standards pertaining to the feedstocks (source materials)in which it are derived.
In regions subjected to higher rates of precipitation and/or greater rainfall
intensity, larger compost socks should be used. In these particular regions,
coarser compost products are preferred as the compost sock must allow for an
improved water percolation rate. The designer should check the flow rate per
foot of sock in order to ensure drainage rate of the compost sock being used is
adequate. The required flow rates are outlined in Table 6.66c.
Table 6.66c—Compost Sock Initial Flow Rates
Compost Sock 8 inch 12 inch 18 inch 24 inch 32 inch
Design Diameter 200mm 300mm 450mm 600mm 800mm
Maximum Slope 600 ft 750 ft 1,000 ft 1,300 ft 1,650 ft
Length <2%) 183m) 229m) 305m) (396m) 500m)
Hydraulic Flow 7.5 gpm/ft 11.3 gpmlft 15.0 gpmlft 22.5gpm/ft 30.0 gpmlft
Through Rate 941/m/m 141 l/m/m 1881/m/m 281 1/m/m 3741/m/m
Source: B. Faucette-20 1 0
Construction INSTALLATION
Specifications 1. Materials used in the compost sock must meet the specifications outlined
above and in Practice 6.18,Compost Blankets.
2. Compost socks should be located as shown on the erosion and sedimentation
control plan.
3. Prior to installation, clear all obstructions including rocks, clods, and other
debris greater than one inch that may interfere with proper function of the
compost sock.
4. Compost socks should be installed parallel to the toe of a graded slope, a
minimum of 10 feet beyond the toe of the slope. Socks located below flat
areas should be located at the edge of the land-disturbance. The ends of the
socks should be turned slightly up slope to prevent runoff from going around
the end of the socks.
5. Fill sock netting uniformly with compost to the desired length such that logs
do not deform.
6. Oak or other durable hardwood stakes 2" X 2" in cross section should be
driven vertically plumb, through the center of the compost sock. Stakes
should be placed at a maximum interval of 4 feet,or a maximum interval of 8
feet if the sock is placed in a 4 inch trench. See Figure 6.66b. The stakes
6,66.6 Ru:5113

Practice Standards and Specifications
should be driven to a minimum depth of 12 inches, with a minimum of 3
inches protruding above the compost sock
7. In the event staking is not possible (i.e., when socks are used on pavement)
heavy concrete blocks shall be used behind the sock to hold it in place during
runoff events.
8. If the compost sock is to be left as part of the natural landscape, it may be
seeded at time of installation for establishment of permanent vegetation using
the seeding specification in the erosion and sedimentation control plan.
9. Compost socks are not to be used in perennial or intermittent streams.
Maintenance Inspect compost socks weekly and after each significant rainfall event(112 inch
or greater). Remove accumulated sediment and any debris. The compost sock
must be replaced if clogged or torn. Ifponding becomes excessive,the sock may
need to be replaced with a larger diameter or a different measure. The sock
needs to be reinstalled if undermined or dislodged. The compost sock shall be
inspected until land disturbance is complete and the area above the measure has
been permanently stabilized.
DISPOSAL/RECYCLING
Compost media is a composted organic product recycled and manufactured from
locally generated organic,natural,and biologically based materials. Once all soil
has been stabilized and construction activity has been completed,the compost
media may be dispersed with a loader,rake,bulldozer or similar device and may
be incorporated into the soil as an amendment or left on the soil surface to aid in
permanent seeding or landscaping. Leaving the compost media on site reduces
removal and disposal costs compared to other sediment control devices. The
mesh netting material will be extracted from the media and disposed of properly.
The photodegradable mesh netting material will degrade in 2 to 5 years if left on
site. Biodegradable mesh netting material is available and does not need to be
extracted and disposed of as it will completely decompose in approximately 6 to
12 months. using biodegradable compost socks completely eliminates the need
and cost of removal and disposal.
Rev.5113 6.66.7

Practice Standards and Specifications
Compost Sack Compost Sock
3 IN, 3 IN.
L'I AREA TO BE +—tI AREATO BE
FLOWS PROTECTED FLOW�� PROTECTED
77.
12 IN MIN. ,_=�;. 12 IN MIN. '...
2inx2in �-7inx2in_
L- 4 STAKES STAKES
SECTION SECTION
TRENCH INTO
GROUND
4 IN.MIN. •:: ;
WOOD MULCH OR COMPOST
TO 112 HEIGHT OF LOG
UNTRENCHED INSTALLATION OR ENTRENCHED INSTALLATION*
*THIS APPLICATION MAY NOT BE USED
WITH COMPOST SOCKS SMALLER THAN 12 IN.
ISOMETRIC VIEW
Mulch or Compost
for Untrenched Socks
AREA TO BE
PROTECTED
Sheet Flow
Compost Sock
Work Area
PLAN Maryland Standards and Specifications
for Soil Erosion and Sediment Control,
2011, Maryland Department of
Environment, Water Management
Figure 6.66b Compost Sock Installation Administratinn

Practice Standards and Specifications
References Chapter 3 Vegetative Considerations
Chapter 6 Practice Standard and Site Specifications
6.10,Temporary Seeding
6.11,Permanent Seeding
6.17,Rolled Erosion Control Products
6.18,Compost Blankets
T..1ar 1? A MnAr n Hni P++P 'M11) Tk^ C.�e4ninnhla CitA- T]aoinn
1 Y141, X\.,1-1. 11'1CL1 Rol, L. 1 CL Ll44114. LMl V. 1114 Al1L�. 1/411�11
Manual for Green Infrastructure and Low Impact Development Forester
Press, Santa Barbara, CA.
Fifield,J. 2001. Designing for Effective Sediment and Erosion Control on
Construction Sites.Forester Press, Santa Barbara, CA.
Maryland Department of Environment, Water Management Administration,
2011,Maryland Standards and Specfcations,for•Soil Erosion and Sediment
Control,Filter Log
Rev.5113 6.66.9

Reference 8
Specification Sheet— BioNet SC150BN Erosion Control Blanket, Tensar North American Green, 2019.

1 ROLLMAKM
(� ROLLED EROSION CONTROL
Specification Sheet
BioNet° SC150BNT" Erosion Control Blanket
DESCRIPTION Index PropertV Test Method TVpical
The extended-term double net erosion control blanket shall be a 0.25 in.
Thickness ASTM D6525
machine-produced mat of 70%agricultural straw and 30%coconut (6.35 mm)
fiber with a functional longevity of up to 18 months.(NOTE:functional Resiliency ECTC Guidelines 86%
longevity may vary depending upon climatic conditions,soil,geograph- Water Absorbency ASTM D1117 311%
ical location,and elevation).The blanket shall be of consistent Mass/Unit Area A5TM D6475 8.32 oz/sy
thickness with the straw and coconut evenly distributed over the (282.9 g/sm)
entire area of the mat.The blanket shall be covered on the top and Swell ECTC Guidelines 46%
bottom sides with a 100%biodegradable woven natural organic fiber Smolder Resistance ECTC Guidelines Yes
netting.The netting shall consist of machine directional strands Stiffness ASTM D1388 0.42 oz-in
formed from two intertwined yarns with cross directional strands Light Penetration ASTM D6567 7.6%
interwoven through the twisted machine strands(commonly referred 201.6 Ibs/ft
to as Leno weave)to form an approximate 0.50 x 1.0 in.(1.27 x 2.54 Tensile Strength-MD ASTM D6818
(2.99 kN/m)
cm)mesh.The blanket shall be sewn together on 1.S0 inch(3.81 cm) Elongation- MD ASTM D6818 13.4%
centers with degradable thread.The blanket shall be manufactured 164.4 Ibs/ft
with a colored thread stitched along both outer edges(approximately Tensile Strength-TD ASTM D6818 (2.44 kN/m)
2-5 inches[5-12.5 cm]from the edge)as an overlap guide for adjacent Elongation-TD ASTM D6818 14.2%
mats.
Biomass Improvement ASTM D7322 641
The SC150BN shall meet Type 3.B specification requirements estab-
lished by the Erosion Control Technology Council(ECTC)and Federal iPermissible
Highway Administration's(FHWA) FP-03 Section 713.17 Unvegetated Shear Stress 2.10 psf(100 Pa)
Material Content Unvegetated Velocity 8.00 fps(2.44 m/s)
70%Straw Fiber 0.35 Ibs/sq yd
Matrix (0.19 kg/sm) IlilopeData:
30%Coconut Fiber 0.15 Ibs/sq yd(0.08
kg/sm) Slope Gradients(S)
Top:Leno woven 100% 9.3S Ib/1000 sq ft Slope Length(L) <_3:1 3:1-2:1 >>2:1
Nettingbiodegradable jute (4.5 kg/100 sm)
Bottom:100%biodegradable 7.7 Ib/1000 sq ft 20 ft(6 m) 0.001 0.029 0.063
organic jute (3.76 kg/100 sm) 20-50 ft 0.051 0.055 0.092
Thread Biodegradable >>50 ft(15.2 m) 0.10 0.080 0.120
Ir rr Standard Roll Sizes Roughness Coefficients-Unveg.
Width 6.67 ft(2.03 m) 8.0 ft(2.4 m) 16 ft(4.87 m) Flow Depth Manning's n
Length 108 ft(32.92 m) 112 ft(34.14 m) 112 ft(34.14 m) <0.50 ft(0.15 m) 0.050
Weight±10% S2.22 Ibs(23.69 kg) 65.28 Ibs(29.6 l(g) 130.S Ibs(59.2 kg) 0.50-2.0 ft 0.050-0.018
Area 80 sq yd(66.9 sm) 100 sq yd 200 sq yd >2.0 ft(0.60 m) 0.018
(83.61 sm) (167.22 sm)
Leno weave Leno top and Leno top and
top only bottom bottom
Western Green ©2019,North American Green is a registered trademark from Western Green.Certain
4609 E.Boonville-New Harmony Rd. products and/or applications described or illustrated herein are protected under one or more
NORTH
Evansville,IN 47725 U.S.patents.Other U.S.patents are pending,and certain foreign patents and patent
applications may also exist.Trademark rights also apply as indicated herein.Final
AMERICAN
determination of the suitability of any information or material for the use contemplated,and
GREEN' nagreen.com its manner of use,is the sole responsibility of the user.Printed in the U.S.A.
800-772-2040 EC RMX MPDS SC15OBN 1.19

Reference 9
Specification Sheet— BioNet C125BN Erosion Control Blanket, Tensar North American Green, 2019.

ROLLMAKM
ROLLED EROSION CONTROL
Specification Sheet
BioNet° C125BNT" Erosion Control Blanket
DESCRIPTION Index Property . . Typical
The long-term double net erosion control blanket shall be a machine- Thickness ASTM D6525 0.23 in.
produced mat of 100%coconut fiber with a functional longevity of up to (5.84 mm)
36 months.(NOTE:functional longevity may vary depending upon Resiliency ECTC Guidelines 85%
climatic conditions,soil,geographical location,and elevation).The Water Absorbency ASTM D1117 365%
blanket shall be of consistent thickness with the coconut evenly Mass/Unit Area ASTM 647S 9.79 oz/sy
distributed over the entire area of the mat.The blanket shall be covered (333 g/sm)
Swell ECTC Guidelines 40%
on the top and bottom sides with 100%biodegradable woven natural
organic fiber netting.The netting shall consist of machine directional Smolder Resistance ECTC Guidelines yes
strands formed from two intertwined yarns with cross directional Stiffness ASTM D1388 0.11 oz-in
strands interwoven through the the twisted machine strands(commonly Light Penetration ASTM DGS67 16.2%
referred to as Leno weave)to form an approximate 0.50 x 1.0 in(1.27 x 206.4 Ibs/ft
Tensile Strength-MD ASTM D6818
2.54 cm)mesh.The blanket shall be sewn together on 1.50 inch(3.81 cm) (3.06 I(N/m)
centers with degradable thread.The blanket shall be manufactured with Elongation- MD ASTM D6818 15.3%
a colored thread stitched along both outer edges(approximately 2-5 145.2 Ibs/ft
Tensile Strength-TD ASTM D6818
inches[5-12.5 cm]from the edge)as an overlap guide for adjacent mats. (2.15 kN/m)
Elongation-TD ASTM D6818 12.9%
The C125BN shall meet Type 4 specification requirements established by Biomass Improvement ASTM 7322 473%
the Erosion Control Technology Council(ECTC)and Federal Highway
Administration's(FHWA) FP-03 Section 713.17
ContentAsign Permissible Shear Stress
Material Unvegetated Shear Stress 2.35 psf(112 Pa)
Matrix 100%Coconut Fiber 0.5 Ibs/sq yd Unvegetated Velocity 10.0 fps(3.05 m/s)
(0.27 kg/sm)
Leno Woven 100% 9.3 Ibs/1000 sq ft
biodegradable jute (4.S kg/100 sm) ope Design Data: Factors
Netting Slope Gradients(S)
100%Biodegradable jute 7.7 Ib/1000 sq ft
(3.76 kg/100 sm) Slope Length(L) <_3:1 3:1-2.1 >>2:1
Thread Biodegradable <-20 ft(6 m) 0.0001 0.018 0.050
20-50 ft 0.003 0.040 0.060
Sizes I _>50 ft(15.2 m) 0.007 0.070 0.070
Standard Roll
Width 6.67(2.03 m) 8.0 ft(2.4 m) Roughness Coefficients
Length 108 ft(32.92 m) 112 ft(34.14 m) Flow Depth Manning's n
Weight±10% 52.22 Ibs(23.69 kg) 65.25 Ibs(29.61 kg) <0.50 ft(0.15 m) 0.022
Area 80 sq yd(66.9 sm) 100 sq yd 0.S0-2.0 ft 0.022-0.014
(83.61 sm)
Leno weave top only Leno weave top and bottom ?2.0 ft(0.60 m) 0.014
Western Green ©2019,North American Green is a registered trademark from Western Green.Certain
4609 E.Boonville-New Harmony Rd. products and/or applications described or illustrated herein are protected under one or more
NORTH
Evansville,IN 47725 U.S.patents.Other U.S.patents are pending,and certain foreign patents and patent
applications may also exist.Trademark rights also apply as indicated herein.Final
AM E RI CAN
determination of the suitability of any information or material for the use contemplated,and
GREEN" nagreen.com its manner of use,is the sole responsibility of the user.Printed in the U.S.A.
800-772-2040
EC RMX MPDS C125BN 1.19

Reference 10
Specification Sheet— Futerra 7202 Turf Reinforcement Matting Profile EVS, 2014.

Test Method Units Tested Value
Mechanical Properties Typical MARV
Mass Per Unit Area ASTM D 6566 oz/ d2 /m2 12.0 407 11.0 373
Thickness (Min) ASTM D 6525 inches (mm) 0.75 (19) 0.6 (15.2)
Tensile Strength (MD) ASTM D 6818 lb/ft (kN/m) 240 (3.5) 175 (2.6)
Resiliency (Min) ASTM D6524 % 85 80
Light Penetration Min ASTM D6567 % 1.0
Ground Cover Max ASTM D6567 % 99
UV Stability 2000 hrs ASTM D4355 % 80
Endurance
Functional Longevity' Observed Months > 36
Performance
C-Factor2/ % Large Scale' n/a / % < 0.01 / > 99
Effectiveness2
Manning's n Range ASTM D64604 n/a 0.025 — 0.045
Permissible Veg. Velocity ASTM D64604 ft/s (m/s) 20.0 (6.1)
Permissible Veg. Shear ASTM D64604 Ib/ft2 (N/m2) 17.0 (810)
Permissible Unveg. ASTM D64604 ft/s (m/s) 16.0 (4.9)
Velocity
Permissible Unveg. Shear ASTM D64604 Ib/ft2 (N/m2) 5.8 (280)
Vegetation Establishment ASTM D7322 % 800
Physical Units Typical Value
Dimensions [width x ft (m) 8.0 x 112.5 (2.4 x 34.3)
length]
Roll Area yd2 m2 100 83.6
Estimated Roll Diameter ft (m) 2.0 (0.6)
Estimated Roll Weight lb (kg) 75 (34)
Color n/a Black
1. Functional longevity is an estimate of product functionality and is dependent upon moisture,light,microbial and other environmental
conditions.
2. Cover Factor is calculated as soil loss ratio of treated surface versus an untreated control surface. % Effectiveness = One minus
Cover Factor multiplied by 100%.
3.Large scale testing conducted at Utah Water Research facility using rainfall simulator on 2.5H:1 V slope,sandy-loam soil,at a rate of 5'per hour for
a duration of 60 minutes.
4.Flume testing performed at Colorado State University—data and details available upon request.

Culvert Sizing Calculations
Mining Modification Permit No. 61-16
The Quartz Corp III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
COMPUTATIONS BY: Signature pot "-- Date 12/19/2024
Name Ethan Paul, E.I.
Title Staff Engineer
ASSUMPTIONS Signature C Date 12/19/2024
AND PROCEDURES Name C.Ty Brooks, P.E.
CHECKED BY: Title Project Engineer
COMPUTATIONS Signature I Date 12/19/2024
CHECKED BY: Name Lilma R Schimmel, P.E.
Title Senior Engineer, Project Manager
REVIEWED BY: Signature Date 12/19/2024
Name Christopher J.L. Stahl, P.E
Title Principal Engineer, V.P.
REVIEW NOTES/COMMENTS:
December 19, 2024 1

Culvert Sizing Calculations
Mining Modification Permit No. 61-16
The Quartz Corp III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
❖ OBJECTIVE
The objective of this calculation is to size the culvert systems to convey stormwater under the site access
roadways at the proposed crossing locations for the 25-year, 24-hour design storm without overtopping
the roadway.
❖ SUMMARY
The culverts were designed to pass peak stormwater flows during anticipated post-construction
conditions for the 25-year, 24-hour(hr) storm event.The proposed culverts were designed in general
accordance with the methodology employed in the Federal Highway Administration (FHWA) HY-8 Culvert
Hydraulic Analysis Program (Ref. 6).
❖ REFERENCES
The following references were utilized during the development of this calculation package.
1. NOAA Atlas 14, Volume 2, Version 3, Bonnin, G.M., Martin, D., Lin, B., Parzybok, T., Yekta, M., &
Riley, D., April 21, 2017.
2. TR-55 Urban Hydrology for Small Watersheds, USDA-NRCS,June 1986.
3. NRCS Soil Figures, Web Soil Survey, December 2024.
4. Drainage Area Figures, S&ME Inc., December 2024.
5. Compiled HydroCAD Report, S&ME Inc., December 2024.
6. HY-8 Output Report, S&ME Inc., December 2024.
7. Erosion and Sediment Control Planning and Design Manual, Chapter 8.06, NCDEQ, Revised May
2013.
DEFINITION OF VARIABLES
The following variables are defined or used as a part of this calculation package.
Q = flow rate (cfs) 7, = unit weight of water(lb/ft3)
CN = curve number(unitless) Kv = velocity factor(ft/sec)
i = rainfall intensity (in./hr) P2 = 2-year frequency, 24-hour rainfall (in.)
A = drainage area (acres) P = rainfall intensity (in.)
Tc = time of concentration (min) n = Manning's roughness coefficient (unitless)
T, = Tccomponent number(min) v = velocity(ft/s)
L = spillway length, length of pipe (ft) Do = outlet pipe diameter(ft)
a = cross-sectional area of the pipe (ftz) s = slope (ft/ft)
g = gravity(ft/sz) d = depth (ft) or orifice diameter(in.)
R = hydraulic radius (ft) S = max. retention after rainfall begins (in.)
December 19, 2024 2

Culvert Sizing Calculations
Mining Modification Permit No. 61-16
The Quartz Corp III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
•:* KNOWN AND ASSUMED VARIABLES
P2= 3.93 in P,o= 5.89 in P25= 7.14 in P,00= 9.27 in [Ref. 1]
❖ CALCULATIONS
1.1 Compute flow into point of interest for 25-yr, 24-hr design storm
The culvert crossings were located based on existing topographic features and the proposed site
development plan for the facility. Drainage areas that contribute stormwater runoff to each proposed
culvert system were delineated considering conditions following completion of construction activities. The
point of interest (POI) was selected to be at the inlet to the proposed culvert system.The POI is the
analysis point of a contributing watershed or group of sub-catchments to which the disturbed areas route
stormwater. Proposed culvert crossing C-1, C-2, and C-5 fall within an existing stream location.The 25-yr
design storm was selected for design based on the channels being sized for the 25-yr design storm.
Runoff volumes for the 25-yr, 24-hr design storm were calculated using the Soil Conservation Service
(SCS) Curve Number(CN) Method, presented as follows:
_ (P-0.2S)2 S _ 1000 [Ref. 2]
Q (P+0.8S) CN
The curve number"CN" is an empirical parameter used to predict direct runoff(Q, in inches) from rainfall
of a drainage area and was developed based on the surface cover type of a drainage area. Drainage areas
at the site consisted of multiple soil and cover types. NRCS Web Soil Survey (Ref. 3) was queried to
identify the Hydrologic Soil Groups (HSG) on site and the preliminary site development plan was
referenced to select cover types. The site includes a mix of hydrologic soil groups A, B, and C with the
majority consisting of HSG B. A hydrologic soil group of B was selected for hydrologic analyses.
As summarized in Table 1, S&ME subdivided the drainage areas into their individual land uses and then
used the weighted average to determine a combined curve number. Contributing drainage areas are
depicted in Reference 4.
December 19, 2024 3

Culvert Sizing Calculations
Mining Modification Permit No. 61-16
The Quartz Corp III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
Table 1: Curve Number Summary Table
Total Drainage Area
Culver Land Use Cover Description,Hydrologic Soil CN Area Area CN x
t ID Group Area
Woods/Grass Woods/Grass combo, Fair, B 65 1,319,896 30.3 1970
C-1 Paved Parking Impervious, B 98 382,358 8.8 860
Residential %Acre, B 70 829,467 19.0 1333
CN (weighted) = 72
Woods/Grass Woods/Grass combo, Fair, B 65 949,017 21.8 1416
C-2 Bare Soil Fallow, Bare Soil, B 86 146,337 3.4 289
CN (weighted) = 68
Woods Woods, B 60 49,535 1.1 68
C-3 Bare Soil Fallow, Bare Soil, B 86 45,421 1.0 90
CN (weighted) = 72
C-4 Agricultural Woods, B 60 580,490 13.3 800
CN (weighted) = 60
C-5 Bare Soil Fallow, Bare Soil, B 86 81,869 1.9 162
CN (weighted) = 86
The time of concentration (TJ is the time for stormwater flow to travel from the most hydrologically
remote point in a drainage area to leave the watershed or to reach the POI. The time of concentration was
estimated using the methods outlined in Technical Release 55 (TR-55) (Ref. 2).TR-55 provides guidance
to compute the T.for sheet flow, shallow concentrated flow, and open channel flow components of a
drainage area or watershed. The first component of stormwater runoff is sheet flow, which can be
estimated by the following equation for drainage lengths less than or equal to 100 ft.
7, _ 0.007(nL)" [Ref. 2]
(P )0.5 S 0.4
z
December 19, 2024 4

Culvert Sizing Calculations
Mining Modification Permit No. 61-16
The Quartz Corp III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
The estimated sheet flow travel time to each culvert was calculated, as shown in Table 2.
SlopeTable 2:Drainage Area Sheet Flow Summary
Manning's Length
CoefficientCulvert ID Roughness (ft) tsl Rainfall (in) Util
C-1 0.800 100 0.2297 3.93 12.7
C-2 0.400 100 0.0942 3.93 10.4
C-3 0.400 100 0.0920 3.93 10.5
C-4 0.400 100 0.2581 3.93 7.0
C-5 I - I - - I - I -
The second component of the estimated time of concentration for each drainage area was shallow
concentrated flow. Shallow concentrated flow was computed using the following equations.
V = K„ * (S)o.s [Ref. 2]
Tt = L (min) [Ref. 2]
v*6o
For post construction conditions, the ground surface conditions varied.The selected surface conditions,
average velocity factors, and estimated shallow concentrated flow travel time to each culvert are
summarized in Table 3.
Table 3:Drainage Area Shallow Concentrated Flow Summary
Slope Velocity Travel Time
Culvert ID Surface Length ts) Factor tTt2)
Forest w/Heavy 1001 0.2276 2.50 14.0
C-1 Litter
Short Grass Pasture 1077 0.0855 7.00 8.8
C-2 Woodland 1236 0.2150 5.00 8.9
C-3 Woodland 542 0.3495 5.00 3.1
C-4 Woodland 1 1366 1 0.1266 5.00 12.8
C-5 i - I - I - - I -
December 19, 2024 5

Culvert Sizing Calculations
Mining Modification Permit No. 61-16
The Quartz Corp III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
Once the stormwater runoff reaches a channel, swale or ditch, the estimated flow velocity to each culvert
was calculated by Manning's equation and utilized to compute flow velocity and subsequently the time of
concentration.
2 1
V _ 1.49(R3XS2) [Ref. 2
n
Table 4, below, summarizes the open channel flow calculations.
Table 4:Drainage Area Open Channel Flow Summary
Slope
Culvert ID Is) Coefficient (ft) M31
C-1 0.0891 0.040 962 1.0
C-2 - - - -
C-3 0.0213 0.022 163 0.3
C-4 - - - -
C-5 - - - -
The total time of concentration is computed by summing each travel time component of a drainage area
and the results are summarized in Table 5 below.The minimum allowable time of concentration for use
in TR-55 is 0.1 hours, or 6 minutes (Ref. 2).
Table 5:Estimated Time of Concentration Summary
Sheet Flow Shallow Channel
Travel Concentrated Flow Travel Time of
Culvert ID Time Flow Travel Time Concentration
(min) Time (min) (min)
C-1 12.7 22.8 1.0 36.5
C-2 10.4 8.9 - 19.3
C-3 10.5 3.1 0.3 13.9
C-4 7.0 12.8 - 19.8
C-5 - - - 6.0*
*- Minimum Tc of 6 Minutes was Assumed
The runoff peak flow rate was computed for the 10-year, and 25-year, and 100-year 24-hour design
storms using a SCS Type-II rainfall distribution and assuming post-construction conditions. HydroCADS
stormwater modeling software was utilized to calculate the runoff peak flow for the design storm into the
proposed culverts. The HydroCAD0 is provided as Reference 4. Table 6 summarizes each of the flow
rates for the design storm.
December 19, 2024 6

Culvert Sizing Calculations
Mining Modification Permit No. 61-16
The Quartz Corp III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
Table 6:Stormwater Flow Rate Summary(Construction Conditions)
Drainage Time of 1100-Year Storm
Culvert Area Curve Concentration Runoff Runoff Runoff
ID JAI Number IT.) • • • ii
C-1 58.1 72 36.5 127.04 174.29 257.61
C-2 25.1 68 19.3 71.18 99.82 151.14
C-3 2.2 72 13.9 8.43 11.47 16.80
C-4 13.3 60 19.8 25.83 38.96 63.48
C-5 1.9 86 6.0* 13.29 16.73 22.55
1.7 Determine the Minimum Culvert Dimension for the 25-yr Storm
FHWA HY-8 culvert sizing software was used to determine the minimum culvert dimensions required to
pass the 25-year storm without overtopping the roadway. The culvert crossing was analyzed for the 10,25,
and 100-yr storm events as determined by HydroCAD (Ref. 5). The full HY-8 summary can be found in
Reference 5. Results of the HY-8 analysis and corresponding flow capacities are shown in Table 7.
RoadwayTable 7:HY-8 Pipe Flow Summary Table
Design 25-Year
RCP Pipe Overtopping Passes Passes Passes
Culvert Culvert Embedment 1 11
ID Diameter Depth (ft) JQ25) Elevation(ft) (cfs) Storm? Storm? Storm?
C-1 72 12 2,624.0 174.29 2,614.86 399.69 YES YES YES
C-2 36 7.2 2,565.6 99.82 2,565.59 100.04 YES YES NO
C-3 24 0 2,551.0 11.47 2,549.77 22.56 YES YES YES
C-4 36 0 2,548.0 38.96 2,547.21 50.33 YES YES NO
C-5 24 0 2,528.0 16.73 2,527.47 20.42 YES YES NO
December 19, 2024 7

Culvert Sizing Calculations
Mining Modification Permit No. 61-16
The Quartz Corp III
E
Mitchell County, Spruce Pine, North Carolina
S&ME Project No. 213314
1.3 Design Summary
Table 8 below summarizes the dimensions and general parameters used for the design of the culvert
system. Riprap outlet protection was designed for the culvert system in accordance with NCDEQ Erosion
and Sediment Control Planning and Design Manual Chapter 8.06 (Ref. 7).
Table 8:Culvert Summary Table
Culvert Pipe Pipe Number OPipe Pipe Upstream f Downstream Pi
ID Type Class Barrels Diameter Length Invert Invert Slope9
C-1 RCP IV 1 72 154 2608.6 2596.7 0.077
C-2 RCP III 2 36 50 2560.4 2559.4 0.020
C-3 RCP III 1 24 152 2548.0 2547.0 0.007
C-4 RCP IV 1 36 110 2544.0 2542.0 0.018
C-5 RCP III 1 24 148 2525.0 2523.5 0.010
December 19, 2024 8

References

Reference 1
NOAA Atlas 74, Volume 2, Version 3, Bonnin, G.M., Martin, D., Lin, B., Parzybok, T., Yekta, M., & Riley, D.,
April 21, 2017.

NOAA Atlas 14,Volume 2,Version 3
' Location name:Spruce Pine,North Carolina,USA* � ,1"
Latitude: 35.902*, Longitude: -82.0640
Elevation:2593 ft**
source:ESRI Maps
source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration� 2 � 10 25 50 100 200 500 1000
5-min 0.372 0.443 0.526 0.591 0.675 0.740 0.805 0.872 0.960 1.03
(0.339-0.410) (0.405-0.488) (0.478-0.579) (0.536-0.648) (0.608-0.743) (0.662-0.815) (0.716-0.889) (0.767-0.967) (0.833-1.07) (0.883-1.16)
10-min 0.595 0.709 0.843 0.944 1.08 1.18 1.28 1.38 1.52 1.62
(0.541-0.655) (0.648-0.780) (0.766-0.927) (0.856-1.04) (0.970-1.18) 1 (1.06-1.30) 1 (1.14-1.41) 1 (1.22-1.53) 1(1.32-1.69) (1.39-1.82)
15-min 0.744 0.891 1.07 1.20 1.36 1.49 1.62 1.74 1.91 2.04
(0.677-0.818) (0.814-0.981) (0.969-1.17) 1 (1.08-1.31) 1 (1.23-1.50) 1 (1.34-1.64) (1.44-1.79) 1 (1.54-1.93) 11(1.66-2.13) (1.75-2.29)
30-min 1.02 1.23 1.52 1.73 2.02 2.25 2.48 2.72 3.04 3.30
(0.928-1.12) (1.12-1.36) (1.38-1.67) (1.57-1.90) 1 (1.82-2.22)11 (2.01-2.48) 1 (2.20-2.74) 1 (2.39-3.01) 1(2.64-3.39) (2.83-3.71)
60-min 1.27 1.54 1. 44 2.25 2.69 3.04 3.41 3.81 4.36 4.82
(1.16-1.40) 1 (1.41-1.70) (1.76-2.14) 1 (2.42-2.96) 1 (2.73-3.35) i (3.03-3.77) (3.35-4.22) 1(3.79-4.87) (4.13-5.41)
2-hr 1.46 1.79 2.28 2.67 3.25 3.73 4.24 4.80 5.62 6.31
(1.33-1.61) (1.63-1.96) (2.07-2.50) (2.42-2.94) (2.92-3.57) (3.32-4.10) (3.75-4.68) (4.20-5.32) (4.84-6.27) (5.37-7.09)
3-hr 1.58 1.93 2.44 2.87 3.50 F 4.04 F 4.63 5.28 6.26 7.10
(1.44-1.75) 1 (1.75-2.13) 1 (2.22-2.69) (2.59-3.16) (3.14-3.86) 1 (3.59-4.47) 1 (4.07-5.13) 1 (4.60-5.88) 1(5.34-7.01) (5.98-8.01)
6-hr 2.03 7 2.45 3.04 3.55 4.31 F 4.96 5.69 6.49 F 7.71 8.77
(1.86-2.22) 1 (2.24-2.68) (2.78-3.33) (3.23-3.88) (3.89-4.72) (4.45-5.44) (5.04-6.26) (5.69-7.18) 1(6.62-8.60) (7.41-9.84)
12-hr 2.61 3.15 3.90 4.50 5.37 6.09 6.85 7.68 8.88 9.90
(2.41-2.83) 1 (2.91-3.43) (3.59-4.24) (4.14-4.90) (4.91-5.86) (5.52-6.66) (6.17-7.52) (6.85-8.47) 1(7.82-9.87) (8.62-11.1)
24-hr 2 3.24 3.93 5.02 5.89 7.14 8.17 9.27 10.5 12.2 13.6 )
(3.55-4.45) (4.52-5.68) (5.28-6.68) (6.37-8.12) (7.23-9.32) (8.13-10.6) (9.08-12.0) (10.4-14.1) (11.4-15.9
2-day 3.90 4.715.96 6.98 8.43 9.63 10.9 12.3 14.3 16.0
(3.54-4.32) 1 (4.29-5.22) 1 (5.41-6.63) 1 (6.30-7.77) 1 (7.54-9.40) 1 (8.55-10.8) 1 (9.60-12.3) (10.7-14.0) 1(12.2-16.4) (13.5-18.5)
3-day 4.17F 5.03 6.31
(3.79-4.62) 7535 8.82 10.0 911.3 127 14.7 16.3
-5.58) (5.73-7.02) - .18) - .84) (8.93-11.2) 98-1 1 -1 -16.7 I (13.8-18.8)(4.58 (7.91 2.7) 1.14.4) (12.6 4-day 4.44 5.34 6.67 F 9.22 710.4 F 15.0 16.6
(4.04-4.92) (4.87-5.93) (6.06-7.41) (7.00-8.59) (8.29-10.3) 1 (9.30-11.7) 1(12.9-17.1) (14.2-19.2)
7-day 5.16 6.19 7.59 8.70 10.2 11.5 12.8 14.1 16.0 17.6
(4.71-5.78) (5.64-6.94) (6.90-8.52) j (7.89-9.80) (9.23-11.6) 1 (10.3-13.0) 11 (11.3-14.6) 11 (12.4-16.2) (13.9-18.5) (15.0-20.5)
10-day 5.91 7.04 8.50 7 9.63 F 11.2 12.4 F 13.6 7 14.8 F 16.5 18.0
(5.42-6.57) 1 (6.46-7.85) (7.77-9.48) 1 (8.79-10.8) 1 (10.1-12.5) 1 (11.1-13.9) 1 (12.1-15.3) 1 (13.2-16.8) (14.5-18.9) (15.6-20.8)
20-day 7.90 9.35 11.1 12.5 14.3 15.8 17.3 18.8 20.9 22.6
(7.34-8.62) (8.67-10.2) (10.3-12.1) (11.5-13.7) I1 (13.2-15.8)11 (14.4-17.4) (15.7-19.2) (16.9-20.9) (18.6-23.4) (19.9-25.4)
30-day 9.76 11.5 13.4 14.9 16.8 18.3 19.8 21.3 ) ( 23.3 24.8
(9.08-10.5) (10.7-12.4) (12.5-14.5) (13.8-16.2) (15.5-18.3) (16.8-20.0) (18.1-21.7) (19.3-23.4 20.9-25.7) (22.1-27.5)
45-day 12.3F 14.4 16.5 F 18.1 20.2 21.8 F 23.4 F 25.0 27.1 28.6
(11.5-13.1) 1 (13.5-15.4) (15.4-17.6) 1 (16.9-19.3) 1 (18.9-21.6) 1 (20.3-23.4) 1 (21.7-25.2) 1 (23.0-27.0) 1(24.7-29.4) (26.0-31.3)
60-day 14.6 17.1 19.4 21.2 23.5 25.2 26.9 28.5 ) ( 30.6 32.1
(13.8-15.6) (16.1-18.2) (18.3-20.7) (19.9-22.6) (22.0-25.1) (23.6-27.0) (25.0-28.8) (26.4-30.7 28.2-33.1) (29.5-34.9)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PD5-based depth-duration-frequency (DDF) curves
Latitude: 35.90201, Longitude-- -82.06400
Average recurrence
interval
(years)
25 4-1
— 1
20 — 5
25
— 50
— 100
�-j 10
2 — 200
CL
— so0
5
1000
0
c e e C: c 6- 6- 6 6- >%a.
u, oo � m Q Duration "' r:, r*;v n o rry rn rn v�
30
25
Duration
r
C 20 — 5Anm — 2-day
— 1O-mw — 3-day
15 15-min — 4-day
49 — 30-min — 7-d y
M
10 — 60-min — 10-day
a — 2-ti r — 20-flay
5 — 34Mr — 30-0ay
15-111r 4rrday
0
— 12-nr — Wday
241nr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu Oft 3 14:56:53 2024
Back to Top
Maps & aerials
Small scale terrain

Pen qna n*a-"
Spruce Pine
Grassy Creek
3k
2,Mi
Lar e scale terrain
Blacksburg R
%V
Kingsport' Bristol
'lie Johilsoll cityq z wi 11 Stoll-5 A em
rioxv
Greensl
N 0 R T H C
Cha
100km Y lie Greenvi
60mi
Large scale map
01
Kingsport Bri
- J ch ris!City
Wrist..,S lern
noxyiiiel
Ash 11 thl'I
100km Gre le
7
6�Omi
Large scale aerial

Y# Brist-ol.
Johnson
Greensl
100km
60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.QuestionsO-noaa.gov
Disclaimer

Reference 2
TR-55 Urban Hydrology for Small Watersheds, USDA-NRCS,June 1986.

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2a Runoff curve numbers for urban areas ii
Curve numbers for
------------------- Cover description --------------------- ------hydrologic soil group-------
Average percent
Cover type and hydrologic condition impervious area v A B C D
Fully developed urban areas(vegetation established)
Open space(lawns,parks,golf courses,cemeteries,etc.)3i:
Poor condition(grass cover<500/6).......................................... 68 79 86 89
Fair condition(grass cover 50%to 750/6) .................................. 49 69 79 84
Good condition(grass cover>759/6)......................................... 39 61 74 80
Impervious areas:
Paved parking lots,roofs,driveways,etc.
(excluding right-of-way)............................................................. 98 98 98 98
Streets and roads:
Paved;curbs and storm sewers(excluding
right-of-way) ................................................................................ 98 98 98 98
Paved;open ditches(including right-of-way).......................... 83 89 92 93
Gravel(including right-of-way)................................................. 76 85 89 91
Dirt(including right-of-way)...................................................... 72 82 87 89
Western desert urban areas:
Natural desert landscaping(pervious areas only)_v..................... 63 77 85 88
Artificial desert landscaping(impervious weed barrier,
desert shrub with 1-to 2-inch sand or gravel mulch
and basin borders)...................................................................... 96 96 96 96
Urban districts:
Commercial and business................................................................. 85 89 92 94 95
Industrial............................................................................................. 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less(town houses).......................................................... 65 77 85 90 92
1/4 acre ................................................................................................ 38 61 75 83 87
1/3 acre ................................................................................................ 30 57 72 81 86
1/2 acre ................................................................................................ 25 54 70 80 85
1 acre ................................................................................................... 20 51 68 79 84
2 acres.................................................................................................. 12 46 65 77 82
Developing urban areas
Newly graded areas
(pervious areas only,no vegetation)5i................................................................ 77 86 91 94
Idle lands(CN's are determined using cover types
similar to those in table 2-2c).
1 Average runoff condition,and Ia=0.2S.
2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are
directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in
good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage
(CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4
based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas.
(210-VI-TR-55,Second Ed.,June 1986) 2-5

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2b Runoff curve numbers for cultivated agricultural lands ii
Curve numbers for
--------------------------------- Cover description ----------------------- -------- hydrologic soil group -------
Hydrologic
Cover type Treatment v condition 3i A B C D
Fallow Bare soil — 77 86 91 94
Crop residue cover(CR) Poor 76 85 90 93
Good 74 83 88 90
Row crops Straight row(SR) Poor 72 81 88 91
Good 67 78 85 89
SR+CR Poor 71 80 87 90
Good 64 75 82 85
Contoured(C) Poor 70 79 84 88
Good 65 75 82 86
C+CR Poor 69 78 83 87
Good 64 74 81 85
Contoured&terraced(C&T) Poor 66 74 80 82
Good 62 71 78 81
C&T+CR Poor 65 73 79 81
Good 61 70 77 80
Small grain SR Poor 65 76 84 88
Good 63 75 83 87
SR+CR Poor 64 75 83 86
Good 60 72 80 84
C Poor 63 74 82 85
Good 61 73 81 84
C+CR Poor 62 73 81 84
Good 60 72 80 83
C&T Poor 61 72 79 82
Good 59 70 78 81
C&T+CR Poor 60 71 78 81
Good 58 69 77 80
Close-seeded SR Poor 66 77 85 89
or broadcast Good 58 72 81 85
legumes or C Poor 64 75 83 85
rotation Good 55 69 78 83
meadow C&T Poor 63 73 80 83
Good 51 67 76 80
1 Average runoff condition,and Ia=0.2S
2 Crop residue cover applies only if residue is on at least 5%of the surface throughout the year.
3 Hydraulic condition is based on combination factors that affect infiltration and runoff,including(a)density and canopy of vegetative areas,
(b)amount of year-round cover,(c)amount of grass or close-seeded legumes,(d)percent of residue cover on the land surface(good 209/6),
and(e)degree of surface roughness.
Poor:Factors impair infiltration and tend to increase runoff.
Good:Factors encourage average and better than average infiltration and tend to decrease runoff.
2-6 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2c Runoff curve numbers for other agricultural lands ii
Curve numbers for
------------------------------- Cover description ------------------------- -------- hydrologic soil group-------
Hydrologic
Cover type condition A B C D
Pasture,grassland,or range—continuous Poor 68 79 86 89
forage for grazing.2i Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass,protected from — 30 58 71 78
grazing and generally mowed for hay.
Brush—brush-weed-grass mixture with brush Poor 48 67 77 83
the major element.3/ Fair 35 56 70 77
Good 30_v 48 65 73
Woods—grass combination(orchard Poor 57 73 82 86
or tree farm).5i Fair 43 65 76 82
Good 32 58 72 79
Woods.61 Poor 45 66 77 83
Fair 36 60 73 79
Good 30_v 55 70 77
Farmsteads—buildings,lanes,driveways, — 59 74 82 86
and surrounding lots.
1 Average runoff condition,and I.=0.25.
2 Poor: <50%)ground cover or heavily grazed with no mulch.
Fair: 50 to 75%ground cover and not heavily grazed.
Good: >75%ground cover and lightly or only occasionally grazed.
3 Poor: <50%ground cover.
Fair: 50 to 75%ground cover.
Good: >75%ground cover.
4 Actual curve number is less than 30;use CN=30 for runoff computations.
5 CN's shown were computed for areas with 501/6 woods and 50%grass(pasture)cover.Other combinations of conditions may be computed
from the CN's for woods and pasture.
6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned,and some forest litter covers the soil.
Good: Woods are protected from grazing,and litter and brush adequately cover the soil.
(210-VI-TR-55,Second Ed.,June 1986) 2-7

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2d Runoff curve numbers for and and semiarid rangelands i/
Curve numbers for
--------- -------- Cover description --------------------------- --------- hydrologic soil group ------
Hydrologic
Cover type condition?/ A 3/ B C D
Herbaceous—mixture of grass,weeds,and Poor 80 87 93
low-growing brush,with brush the Fair 71 81 89
minor element. Good 62 74 85
Oak-aspen—mountain brush mixture of oak brush, Poor 66 74 79
aspen,mountain mahogany,bitter brush,maple, Fair 48 57 63
and other brush. Good 30 41 48
Pinyon-juniper—pinyon,juniper,or both; Poor 75 85 89
grass understory. Fair 58 73 80
Good 41 61 71
Sagebrush with grass understory. Poor 67 80 85
Fair 51 63 70
Good 35 47 55
Desert shrub—major plants include saltbush, Poor 63 77 85 88
greasewood,creosotebush,blackbrush,bursage, Fair 55 72 81 86
palo verde,mesquite,and cactus. Good 49 68 79 84
1 Average runoff condition,and Ia,=0.25.For range in humid regions,use table 2-2c.
2 Poor: <30%ground cover(litter,grass,and brush overstory).
Fair: 30 to 70%ground cover.
Good: >70%ground cover.
3 Curve numbers for group A have been developed only for desert shrub.
2-8 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Antecedent runoff condition of 25 percent.However,if the lot has 20 percent imper-
vious area and a pervious area CN of 61,the composite
The index of runoff potential before a storm event is CN obtained from figure 2-3 is 68.The CN difference
the antecedent runoff condition(ARC).ARC is an between 70 and 68 reflects the difference in percent
attempt to account for the variation in CN at a site impervious area.
from storm to storm. CN for the average ARC at a site
is the median value as taken from sample rainfall and Unconnected impervious areas—Runoff from
runoff data.The CN's in table 2-2 are for the average these areas is spread over a pervious area as sheet
ARC,which is used primarily for design applications. flow.To determine CN when all or part of the impervi-
See NEH-4(SCS 1985)and Rallison and Miller(1981) ous area is not directly connected to the drainage
for more detailed discussion of storm-to-storm varia- system, (1)use figure 2-4 if total impervious area is
tion and a demonstration of upper and lower envelop- less than 30 percent or(2)use figure 2-3 if the total
ing curves. impervious area is equal to or greater than 30 percent,
because the absorptive capacity of the remaining
Urban impervious area modifications pervious areas will not significantly affect runoff.
Several factors,such as the percentage of impervious When impervious area is less than 30 percent,obtain
area and the means of conveying runoff from impervi- the composite CN by entering the right half of figure
ous areas to the drainage system,should be consid- 2-4 with the percentage of total impervious area and
ered in computing CN for urban areas(Rawls et al., the ratio of total unconnected impervious area to total
1981). For example,do the impervious areas connect impervious area.Then move left to the appropriate
directly to the drainage system,or do they outlet onto pervious CN and read down to find the composite CN.
lawns or other pervious areas where infiltration can For example,for a 1/2-acre lot with 20 percent total
occur? impervious area(75 percent of which is unconnected)
and pervious CN of 61,the composite CN from figure
Connected impervious areas—An impervious area 2-4 is 66.If all of the impervious area is connected,the
is considered connected if runoff from it flows directly resulting CN(from figure 2-3)would be 68.
into the drainage system.It is also considered con-
nected if runoff from it occurs as concentrated shal-
low flow that runs over a pervious area and then into
the drainage system.
Urban CN's(table 2-2a)were developed for typical
land use relationships based on specific assumed
percentages of impervious area.These CN vales were
developed on the assumptions that(a)pervious urban
areas are equivalent to pasture in good hydrologic
condition and(b)impervious areas have a CN of 98
and are directly connected to the drainage system.
Some assumed percentages of impervious area are
shown in table 2-2a
If all of the impervious area is directly connected to
the drainage system,but the impervious area percent-
ages or the pervious land use assumptions in table 2-2a
are not applicable,use figure 2-3 to compute a com-
posite CN. For example,table 2-2a gives a CN of 70 for
a 1/2-acre lot in HSG B,with assumed impervious area
(210-VI-TR-55,Second Ed.,June 1986) 2-9

Chapter 3 Time of Concentration and
'Navel Time
Travel time(Tt)is the time it takes water to travel computation of travel time a n d
from one location to another in a watershed.Tt is a time of concentration
component of time of concentration(T,),which is
the time for runoff to travel from the hydraulically Water moves through a watershed as sheet flow,
most distant point of the watershed to a point of shallow concentrated flow, open channel flow,or
interest within the watershed.T,is computed by some combination of these.The type that occurs is a
summing all the travel times for consecutive compo- function of the conveyance system and is best deter-
nents of the drainage conveyance system. mined by field inspection.
T,influences the shape and peak of the runoff Travel time(Tt)is the ratio of flow length to flow
hydrograph.Urbanization usually decreases T,, velocity:
thereby increasing the peak discharge.But T,can be
increased as a result of(a)ponding behind small or Tt = 3600V [eq. 3-1]
inadequate drainage systems,including storm drain
inlets and road culverts, or(b)reduction of land slope
through grading. where:
Factors affecting time of concen- Tt=travel time(hr)
tration and travel time L=flow length(ft)
V=average velocity(ft/s)
Surface roughness 3600=conversion factor from seconds to hours.
One of the most significant effects of urban develop- Time of concentration(T,)is the sum of Tt values for
ment on flow velocity is less retardance to flow.That the various consecutive flow segments:
is,undeveloped areas with very slow and shallow
overland flow through vegetation become modified by Tc=Tt1 +Tt2 + Ttm [eq. 3-2]
urban development:the flow is then delivered to
streets,gutters,and storm sewers that transport runoff where:
downstream more rapidly.Travel time through the
watershed is generally decreased. T,=time of concentration(hr)
in=number of flow segments
Channel shape and flow patterns
In small non-urban watersheds,much of the travel
time results from overland flow in upstream areas.
Typically,urbanization reduces overland flow lengths
by conveying storm runoff into a channel as soon as
possible. Since channel designs have efficient hydrau-
lic characteristics,runoff flow velocity increases and
travel time decreases.
Slope
Slopes may be increased or decreased by urbanization,
depending on the extent of site grading or the extent
to which storm sewers and street ditches are used in
the design of the water management system. Slope will
tend to increase when channels are straightened and
decrease when overland flow is directed through
storm sewers,street gutters,and diversions.
(210-VI-TR-55,Second Ed.,June 1986) 3-1

Chapter 3 Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Figure 3-1 Average velocities for estimating travel time for shallow concentrated flow
.50
.20
.10
w
w
w
a
_o
w .06
m
f!1
L
3
O
w' .04
M a
Qra
.02 inn-I
.01
.005
1 2 4 6 10 20
Average velocity(ft/sec)
3-2 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 3 Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Sheet flow For sheet flow of less than 300 feet,use Manning's
kinematic solution(Overtop and Meadows 1976)to
Sheet flow is flow over plane surfaces.It usually compute Tt:
occurs in the headwater of streams.With sheet flow, 0$
the friction value(Manning's n)is an effective rough- T _ 0.007(nL)
ness coefficient that includes the effect of raindrop t (P2)0.5 s0.4 [eq. 3-3]
impact; drag over the plane surface;obstacles such as
litter, crop ridges,and rocks;and erosion and trans- where:
portation of sediment.These n values are for very
shallow flow depths of about 0.1 foot or so.Table 3-1 Tt = travel time(hr),
gives Manning's n values for sheet flow for various n = Manning's roughness coefficient(table 3-1)
surface conditions. L = flow length(ft)
P2 = 2-year,24-hour rainfall(in)
s = slope of hydraulic grade line
Table 3-1 Roughness coefficients(Manning's n)for (land slope,ft/ft)
sheet flow
This simplified form of the Manning's kinematic solu-
Surface description n 1/ tion is based on the following: (1)shallow steady
uniform flow, (2)constant intensity of rainfall excess
Smooth surfaces(concrete,asphalt, (that part of a rain available for runoff), (3)rainfall
gravel,or bare soil).......................................... 0.011 duration of 24 hours,and(4)minor effect of infiltra-
Fallow(no residue).................................................. 0.05 tion on travel time. Rainfall depth can be obtained
Cultivated soils: from appendix B.
Residue cover 200/6......................................... 0.06
Residue cover>20%......................................... 0.17 Shallow concentrated flow
Grass:
Short grass prairie............................................ 0.15 After a maximum of 300 feet,sheet flow usually be-
Dense grasses 2/................................................ 0.24 comes shallow concentrated flow.The average veloc-
Bermudagrass.................................................. 0.41 ity for this flow can be determined from figure 3-1,in
Range(natural)......................................................... 0.13 which average velocity is a function of watercourse
Woods:3/ slope and type of channel. For slopes less than 0.005
Light underbrush.............................................. 0.40 ft/ft,use equations given in appendix F for figure 3-1.
Tillage can affect the direction of shallow concen-
Dense underbrush............................................ 0.80 trated flow.Flow may not always be directly down the
1 The n values are a composite of information compiled by Engman watershed slope if tillage runs across the slope.
(1986).
2 Includes species such as weeping lvegrass,bluegrass,buffalo
grass,blue grama grass,and native grass mixtures. After determining average velocity in figure 3-1 use
3 When selecting n,consider cover to a height of about 0.1 ft.This equation 3-1 to estimate travel time for the shallow
is the only part of the plant cover that will obstruct sheet flow. concentrated flow segment.
Open channels
Open channels are assumed to begin where surveyed
cross section information has been obtained,where
channels are visible on aerial photographs,or where
blue lines(indicating streams)appear on United States
Geological Survey(USGS)quadrangle sheets.
Manning's equation or water surface profile informa-
tion can be used to estimate average flow velocity.
Average flow velocity is usually determined for bank-
full elevation.
(210-VI-TR-55,Second Ed.,June 1986) 3-3

Chapter 3 Time of Concentration and Travel Time Technical Release 55
Urban Hydrology for Small Watersheds
Manning's equation is: • A culvert or bridge can act as a reservoir outlet if
2 1 there is significant storage behind it.The proce-
V_ 1.49r 3 s 2 [eq. 3-4] dures in TR-55 can be used to determine the peak
flow upstream of the culvert.Detailed storage
n routing procedures should be used to determine
where: the outflow through the culvert.
V = average velocity(ft/s) Example 3-1
r= hydraulic radius(ft)and is equal to a/p,
a= cross sectional flow area(ft2) The sketch below shows a watershed in Dyer County,
pW= wetted perimeter(ft) northwestern Tennessee.The problem is to compute
s= slope of the hydraulic grade line(channel T,at the outlet of the watershed(point D).The 2-year
slope,ft/ft) 24-hour rainfall depth is 3.6 inches.All three types of
n= Manning's roughness coefficient for open flow occur from the hydraulically most distant point
channel flow. (A)to the point of interest(D).To compute T,,first
determine Tt for each segment from the following
Manning's n values for open channel flow can be information:
obtained from standard textbooks such as Chow
(1959)or Linsley et al. (1982).After average velocity is Segment AB: Sheet flow;dense grass;slope(s) =0.01
computed using equation 3-4,Tt for the channel seg- ft/ft;and length(L) = 100 ft. Segment BC: Shallow
ment can be estimated using equation 3-1. concentrated flow;unpaved;s=0.01 ft/ft;and
L= 1,400 ft. Segment CD: Channel flow;Manning's
Reservoirs or lakes n= .05;flow area(a) =27 ft2;wetted perimeter
Sometimes it is necessary to estimate the velocity of (pw) =28.2 ft;s=0.005 ft/ft;and L= 7,300 ft.
flow through a reservoir or lake at the outlet of a See figure 3-2 for the computations made on
watershed.This travel time is normally very small and worksheet 3.
can be assumed as zero.
Limitations
• Manning's kinematic solution should not be used
for sheet flow longer than 300 feet. Equation 3-3
was developed for use with the four standard
rainfall intensity-duration relationships. 100 ft 1,400 ft 7,300 ft
A g C
• In watersheds with storm sewers,carefully identify D
the appropriate hydraulic flow path to estimate T,. (Not to scale)
Storm sewers generally handle only a small portion
of a large event.The rest of the peak flow travels
by streets,lawns,and so on,to the outlet. Consult a
standard hydraulics textbook to determine average
velocity in pipes for either pressure or nonpressure
flow.
• The minimum T,used in TR-55 is 0.1 hour.
3-4 (210-VI-TR-55,Second Ed.,June 1986)

Figure B-2 Approximate geographic boundaries for NRCS(SCS)rainfall distributions
IA
III
III
I
Rainfall
Distribution
Type I
0 Type IA
,d 0 Type II
I a I 0 Type III
III
a
C7
Rainfall data sources
This section lists the most current 24-hour rainfall data Commerce,National Weather Service,NOAA Atlas 2.
published by the National Weather Service(NWS)for Silver Spring,MD.
various parts of the country. Because NWS Technical
Paper 40(TP-40)is out of print,the 24-hour rainfall Alaska
maps for areas east of the 105th meridian are included Miller,John F. 1963.Probable maximum precipitation
here as figures B-3 through B-8. For the area generally and rainfall-frequency data for Alaska for areas to 400
west of the 105th meridian,TP-40 has been superseded square miles, durations to 24 hours and return periods
by NOAA Atlas 2,the Precipitation-Frequency Atlas of from 1 to 100 years.U.S.Dept. of Commerce,Weather
the Western United States,published by the National Bur.Tech. Pap. No.47.Washington,DC. 69 p.
Ocean and Atmospheric Administration.
Hawaii
East of 105th meridian Weather Bureau. 1962. Rainfall-frequency atlas of the
Hershfield,D.M. 1961.Rainfall frequency atlas of the Hawaiian Islands for areas to 200 square miles,dura-
United States for durations from 30 minutes to 24 tions to 24 hours and return periods from 1 to 100
hours and return periods from 1 to 100 years.U.S. years.U.S.Dept. Commerce,Weather Bur.Tech.Pap.
Dept. Commerce,Weather Bur.Tech.Pap. No.40. No.43.Washington,DC.60 p.
Washington,DC. 155 p.
Puerto Rico and Virgin Islands
West of 105th meridian Weather Bureau. 1961. Generalized estimates of prob-
Miller,J.F.,R.H. Frederick,and R.J.Tracey. 1973. able maximum precipitation and rainfall-frequency
Precipitation-frequency atlas of the Western United data for Puerto Rico and Virgin Islands for areas to 400
States.Vol.I Montana;Vol.II,Wyoming;Vol III, Colo- square miles, durations to 24 hours,and return periods
rado;Vol.IV,New Mexico;Vol V,Idaho;Vol.VI,Utah; from 1 to 100 years.U.S.Dept. Commerce,Weather
Vol.VII,Nevada;Vol.VIII,Arizona;Vol.IX,Washing- Bur.Tech.Pap. No.42.Washington,DC.94 P.
ton;Vol.X,Oregon;Vol.XI, California.U.S. Dept. of
B-2 (210-VI-TR-55,Second Ed.,June 1986)

Reference 3
NRCS Soil Figures, Web Soil Survey, December 2024.

3 Hydrologic Soil Group—Mitchell County,North Carolina 3
F F
M
V M
N N
W W
403300 403400 403500 403600 403700 403800 403900 404000 404100 404200 404300
35°54'11"N 35°W 11"N
Ar
° D
n ,y
0
C.+ h f'- ... ...••lam }. ' �{ .,di. 'ks -
.ti,
35o 53 50"N 35°53'5d'N
403300 403400 403500 403600 403700 403800 403900 404000 404100 404200
3 3
v Map Scale:1:4,600 if printed on A landscape(11"x 8.5")sheet. M
Meters N
0 50 100 200 300
0 200 400 800
A
0 1200
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey 10/3/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Mitchell County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at
Area of Interest(A01) 0 C/D 1:12,000.
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons �
A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
0 A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
0 B scale.
Transportation
0 B/D
Rails Please rely on the bar scale on each map sheet for map
0 C measurements.
'.,,r Interstate Highways
0 C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
q distance and area.A projection that preserves area,such as the
® Aerial Photography Albers equal-area conic projection,should be used if more
• A/D accurate calculations of distance or area are required.
+'* B This product is generated from the USDA-NRCS certified data as
B/D of the version date(s)listed below.
x C Soil Survey Area: Mitchell County, North Carolina
Survey Area Data: Version 19,Sep 9,2024
P1 0 C/D
Soil map units are labeled(as space allows)for map scales
* r D 1:50,000 or larger.
r Not rated or not available Date(s)aerial images were photographed: Apr 1,2022—May 9,
Soil Rating Points 2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
p A/D imagery displayed on these maps.As a result,some minor
B shifting of map unit boundaries may be evident.
B/D
UU� Natural Resources Web Soil Survey 10/3/2024
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Mitchell County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BdA Bandana sandy loam,0 A/D 3.0 4.3%
to 3 percent slopes,
occasionally flooded
ScC Saunook silt loam,8 to B 3.9 5.7%
15 percent slopes,
stony
SdD Saunook-Thunder B 10.9 15.8%
complex, 15 to 30
percent slopes,stony
Ud Udorthents,loamy C 13.0 18.8%
W Water 1.4 2.0%
WgC Watauga sandy loam,8 B 9.5 13.8%
to 15 percent slopes,
stony
WgD Watauga sandy loam, B 16.6 24.0%
15 to 30 percent
slopes,stony
WgE Watauga sandy loam, B 10.7 15.5%
30 to 50 percent
slopes,stony
Totals for Area of Interest 69.0 100.0%
USDA Natural Resources Web Soil Survey 10/3/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Mitchell County,North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
uSDA Natural Resources Web Soil Survey 10/3/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

Reference 4
Drainage Area Figures, S&ME Inc., December 2024.

rrcy �
r Christian Sch F$ '''f ' �'!'
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6 s� � — s" PROJECT NUMBER
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w _ r RPSS 0 of�•i
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d PROJECT ALIGNMENT INFORMATION WAS OBTAINED FROM THE OWNER.PLEASE NOTE THIS 0 1,000 2,000 OpP��REEF
DATA IS FOR INFORMATIONAL PURPOSES ONLY.IT IS NOT MEANT FOR DESIGN,LEGAL,OR ANY = -
OTHER USES.THERE ARE NO GUARANTEES ABOUT ITS ACCURACY.S&ME,INC.ASSUMES NO (FEET) OLD N C a25 o LEGEND 1
RESPONSIBILITY FOR ANY DECISION MADE OR ACTION TAKEN BY THE USER BASED UPON 1 r;
INFORMATION OBTAINED FROM THE ABOVE DATA. FIGURE 2 EXTENT

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_ ULYSSESiY.®�_ �`� �1\ ��������r�b _-�• f/ �� `tip\\ ��_ti L6' / !�,"'` }1 �' l � ��(� � yr ( ( { ��t��` \�� r��r+fl�ll3�( 1 - 400
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FAIRIyq,Y$�N�SFN�Yr- p �4 f��'`F Sir lr�rlr �] 1 1 k.5'v _. J �� 1�j,�,,i ,ll`s7i 12-19-2024
LEGEND
PROJECT NUMBER
°: , � �� r�"fIf �I�l�2L-'-� �" - ��L=���%�l f.•r.^�-��f�-�f��ff� ��n����� •.--� ! S 1 1. r �afl� '•N .• � I �=�1���� �`._,�L L:i�.
CULVERT DRAINAGE AREA(DA)BOUNDARIES 2133314
REFERENCE: • 1 l' $-
r ROADS FIGURE NO.
PROJECT ALIGNMENT INFORMATION WAS OBTAINED FROM THE OWNER.PLEASE NOTE THIS `�/� t{ � ��L
DATA IS FOR INFORMATIONAL PURPOSES ONLY.IT IS NOT MEANT FOR DESIGN,LEGAL,OR ANY 0 400 800 J�� 1 �C��'.'. J�� PARCELS
OTHER USES.THERE ARE NO GUARANTEES ABOUT ITS ACCURACY. HE US INC.ASSUMES NO (FEET) ����2 o�s� { �. } ` 11 � —�- EXISTING MINOR GRADE CONTOUR(2')
g RESPONSIBILITY FOR ANY DECISION MADE OR ACTION TAKEN BY THE USER BASED UPON �Lt I �'•-'' , � �^`��
�oLSZ F CgRT'ERS-RID , ` *. `� —- EXISTING MAJOR GRADE CONTOUR 10'
INFORMATION OBTAINED FROM THE ABOVE DATA. �� ,tic� � GF,RQ�1 �= ����1 ,, ( )

Reference 5
Compiled HydroCAD Report, S&ME Inc., December 2024.

1S 2S 3S 4S 9S
C-1 C-2 C-3 C-4 C-5
SubCat Reach on Link Routing Diagram for 213314_Culvert Design-updated
Prepared by S&ME, Inc., Printed 12/16/2024
HydroCAD®10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC

213314_Culvert Design-updated
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 2
Project Notes
Defined 10 rainfall events from PF_Depth_English_PDS OF

213314_Culvert Design-updated
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Paces
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
19.042 70 1/2 acre lots, 25% imp, HSG B (1S)
6.282 86 Fallow, bare soil, HSG B (2S, 3S, 9S)
8.778 98 Paved parking, HSG B (1S)
14.463 60 Woods, Fair, HSG B (3S, 4S)
52.087 65 Woods/grass comb., Fair, HSG B (1S, 2S)
100.652 69 TOTAL AREA

213314_Culvert Design-updated
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Paces
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
100.652 HSG B 1 S, 2S, 3S, 4S, 9S
0.000 HSG C
0.000 HSG D
0.000 Other
100.652 TOTAL AREA

213314_Culvert Design-updated
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Paces
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 19.042 0.000 0.000 0.000 19.042 1/2 acre lots, 25% imp 1S
0.000 6.282 0.000 0.000 0.000 6.282 Fallow, bare soil 2S, 3S,
9S
0.000 8.778 0.000 0.000 0.000 8.778 Paved parking is
0.000 14.463 0.000 0.000 0.000 14.463 Woods, Fair 3S, 4S
0.000 52.087 0.000 0.000 0.000 52.087 Woods/grass comb., Fair 1S, 2S
0.000 100.652 0.000 0.000 0.000 100.652 TOTAL AREA

213314_Culvert Design-updated Type 1124-hr 10-yr Rainfall=5.89"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 6
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 1S: C-1 Runoff Area=2,531,721 sf 23.29% Impervious Runoff Depth>2.64"
Flow Length=3,140' Tc=36.5 min CN=72 Runoff=127.04 cfs 12.787 of
Subcatchment 2S: C-2 Runoff Area=1,095,354 sf 0.00% Impervious Runoff Depth>2.31"
Flow Length=1,336' Tc=19.3 min CN=68 Runoff=71.18 cfs 4.834 of
Subcatchment 3S: C-3 Runoff Area=94,956 sf 0.00% Impervious Runoff Depth>2.66"
Flow Length=805' Tc=13.9 min CN=72 Runoff=8.43 cfs 0.484 of
Subcatchment 4S: C-4 Runoff Area=580,490 sf 0.00% Impervious Runoff Depth>1.66"
Flow Length=1,466' Tc=19.8 min CN=60 Runoff=25.83 cfs 1.839 of
Subcatchment 9S: C-5 Runoff Area=81,869 sf 0.00% Impervious Runoff Depth>4.03"
Tc=6.0 min CN=86 Runoff=13.29 cfs 0.631 of
Total Runoff Area= 100.652 ac Runoff Volume=20.575 of Average Runoff Depth =2.45"
86.55% Pervious = 87.114 ac 13.45% Impervious = 13.538 ac

213314_Culvert Design-updated Type 1124-hr 10-yr Rainfall=5.89"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1 S: C-1
Runoff = 127.04 cfs @ 12.33 hrs, Volume= 12.787 af, Depth> 2.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.89"
Area (sf) CN Description
1,319,896 65 Woods/grass comb., Fair, HSG B
382,358 98 Paved parking, HSG B
829,467 70 1/2 acre lots, 25% imp, HSG B
2,531,721 72 Weighted Average
1,941,996 76.71% Pervious Area
589,725 23.29% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 100 0.2297 0.13 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.93"
14.0 1,001 0.2276 1.19 Shallow Concentrated Flow,
Forest w/Heavy Litter Kv= 2.5 fps
8.8 1,077 0.0855 2.05 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
1.0 962 0.0891 16.10 563.63 Channel Flow,
Area= 35.0 sf Perim= 20.0' r= 1.75'
n= 0.040 Mountain streams
36.5 3,140 Total

213314_Culvert Design-updated Type/1 24-hr 10-yr Rainfall=5.89"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 8
Subcatchment 1 S: C-1
Hydrograph
140 _ ❑Runoff
130 izzoa cfs
120
T — -1 — - 1— —1— — TTyrpe11124+,hr
� 1 �
110 1 1 1-yr Rainf-a11j��9
100 1 Runoff 1Area=2,1531,7211 sf
t — -1 — — - - t— — fi — -1 - - I— —
90 1Rur, 1 olu rneF=12o7871 of
ZO $° - - - - - 11 R�no#Dopftk2.64..
0 70 - - - - - - - -1 - Flow Length--g3,140'
50
40
30
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type/1 24-hr 10-yr Rainfall=5.89"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: C-2
Runoff = 71.18 cfs @ 12.12 hrs, Volume= 4.834 af, Depth> 2.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.89"
Area (sf) CN Description
949,017 65 Woods/grass comb., Fair, HSG B
146,337 86 Fallow, bare soil, HSG B
1,095,354 68 Weighted Average
1,095,354 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.4 100 0.0942 0.16 Sheet Flow, C-2 Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.93"
8.9 1,236 0.2150 2.32 Shallow Concentrated Flow, C-2 Shallow Concentrated Flow
Woodland Kv= 5.0 fps
19.3 1,336 Total
Subcatchment 2S: C-2
Hydrograph
I I I I I I I I I
I — — — I— - 1 fi — — — — I— — t - — ❑ Runoff
75 — � — — — — —I — - 1 71.18crs � — — — — -1 — — I— — � -
70 _I — '— Type-11 24+h r
1 ,,,,
60
- -55 -1 Run-off r►re-a=r1M1354rs-f-
50 1 1 1 Runo f Volume=4F8341 of
- - - - - - - - - - - - - - - - - - - - - - - - -
0 �f�
45 i ROnopth>211"
ILL 35 low Len1gth�'J�D6
—
30
25 — — —I — — —I — — M1 68-
20 1 1
T — — — — -
10 — -
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type 1124-hr 10-yr Rainfall=5.89"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 3S: C-3
Runoff = 8.43 cfs @ 12.06 hrs, Volume= 0.484 af, Depth> 2.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.89"
Area (sf) CN Description
49,535 60 Woods, Fair, HSG B
45,421 86 Fallow, bare soil, HSG B
94,956 72 Weighted Average
94,956 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.5 100 0.0920 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
3.1 542 0.3495 2.96 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.3 163 0.0213 10.45 125.36 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09'
n= 0.022 Earth, clean & straight
13.9 805 Total
Subcatchment 3S: C-3
Hydrograph
I I I ❑Runoff
9 8.43 cfs
8 Type II 24-hr
10-yr Rainfall=5.89"
7 Runoff Area=94,956 sf
6 Runoff Volume=0.484 of
JT
5- Runoff Depth>2.66"
LL 4 Flow Length=805'
Tc=13.9 min
3 CN=72
2 1
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type ll 24-hr 10-yr Rainfall=5.89"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 4S: C-4
Runoff = 25.83 cfs @ 12.14 hrs, Volume= 1.839 af, Depth> 1.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.89"
Area (sf) CN Description
580,490 60 Woods, Fair, HSG B
580,490 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 100 0.2581 0.24 Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.93"
12.8 1,366 0.1266 1.78 Shallow Concentrated Flow, Shallow Concentrated/ Rill Flow
Woodland Kv= 5.0 fps
19.8 1,466 Total
Subcatchment 4S: C-4
Hydrograph
2g ■Runoff
T 1 F T T 1 25.83 ds -1 1 T J T 11 T
26 w
24
22 - - - —I - - 1- - - - -I-1-O­yr kj a[nfatlF=sQ9 ' -
20 T - -7 RLinofF Arba=580,1490TS-f
18 Runoff qf�)�V^o{llu^m�e=}1�8A39(�1(of
I—C, ll w@
.2 12 — 1 — —1 — — 1- —1—F16w Len lfi=1 A� T —
10 - - -1- - 1 - i Tc 491:8 min -
- -1— — � - rt - -1 - - Nt60
6 1
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type/1 24-hr 10-yr Rainfall=5.89"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 9S: C-5
Runoff = 13.29 cfs @ 11.97 hrs, Volume= 0.631 af, Depth> 4.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.89"
Area (sf) CN Description
81,869 86 Fallow, bare soil, HSG B
81,869 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 9S: C-5
Hydrograph
t I I t � — - r � —I— � fi I I t ■Runoff
14 L I L L -1 13.29dt L 1— L 1 1 L 1
13 _ 1 - -1 I_ _ 1 _ - _1- _ 1 Txpe-I I_ - — r-
12_:/ — W• ai fafl7%4--� —
11 1 Rurvdf -Area-=81,8WSf
10 1 1 1 1 1 1 1 1 1 1 1 �I 1
RurioffVofume=0�6311 aff-
- -;-Ru�nof�—Op h 4 XV
LL 6 — — —I— — — I — —I — —1�I I q—i06
5
4
3
2 — — -
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type 1124-hr 25-yr Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 13
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 1S: C-1 Runoff Area=2,531,721 sf 23.29% Impervious Runoff Depth>3.61"
Flow Length=3,140' Tc=36.5 min CN=72 Runoff=174.29 cfs 17.494 of
Subcatchment 2S: C-2 Runoff Area=1,095,354 sf 0.00% Impervious Runoff Depth>3.23"
Flow Length=1,336' Tc=19.3 min CN=68 Runoff=99.82 cfs 6.760 of
Subcatchment 3S: C-3 Runoff Area=94,956 sf 0.00% Impervious Runoff Depth>3.64"
Flow Length=805' Tc=13.9 min CN=72 Runoff=11.47 cfs 0.662 of
Subcatchment 4S: C-4 Runoff Area=580,490 sf 0.00% Impervious Runoff Depth>2.44"
Flow Length=1,466' Tc=19.8 min CN=60 Runoff=38.96 cfs 2.712 of
Subcatchment 9S: C-5 Runoff Area=81,869 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=16.73 cfs 0.808 of
Total Runoff Area= 100.652 ac Runoff Volume=28.435 of Average Runoff Depth = 3.39"
86.55% Pervious = 87.114 ac 13.45% Impervious = 13.538 ac

213314_Culvert Design-updated Type 1124-hr 25-yr Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 1 S: C-1
Runoff = 174.29 cfs @ 12.32 hrs, Volume= 17.494 af, Depth> 3.61"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=7.14"
Area (sf) CN Description
1,319,896 65 Woods/grass comb., Fair, HSG B
382,358 98 Paved parking, HSG B
829,467 70 1/2 acre lots, 25% imp, HSG B
2,531,721 72 Weighted Average
1,941,996 76.71% Pervious Area
589,725 23.29% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 100 0.2297 0.13 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.93"
14.0 1,001 0.2276 1.19 Shallow Concentrated Flow,
Forest w/Heavy Litter Kv= 2.5 fps
8.8 1,077 0.0855 2.05 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
1.0 962 0.0891 16.10 563.63 Channel Flow,
Area= 35.0 sf Perim= 20.0' r= 1.75'
n= 0.040 Mountain streams
36.5 3,140 Total

213314_Culvert Design-updated Type/1 24-hr 25-yr Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 15
Subcatchment 1 S: C-1
Hydrograph
190 — —I — — — — — — —I — — I— — ❑Runoff
180 — L — — — — — — — — — — 174.29 ds — —
170 - -1 - -I— - L Type all-24+1i r
160 I _ _ _ _
- - - - - - ` r ei fall 7 14W
150 —r /��7' — 1�—q -
140 — - LRu-nof#1Arva=2M. 1-1724I-sf
120 1 unoff Vo_u M_e=1 T 494;of
H 110 — 1 — — — — - L R pth$--3-.S1..
� 100 — L — — — — — -1 — — — —1 — - 1— —
90 — - - - - L - -I _ Flow Lengthg3,140'
80 _ _ -1 — -1— — L
- - - -
70 — — —1 — —1— — L — — �
60
50 — L 1 L 1 1 1
40 _ 1 _ -11— _
30 — _ L _ 1 _ _I _ _ I— -
20 _I I_
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type/1 24-hr 25-yr Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 2S: C-2
Runoff = 99.82 cfs @ 12.12 hrs, Volume= 6.760 af, Depth> 3.23"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=7.14"
Area (sf) CN Description
949,017 65 Woods/grass comb., Fair, HSG B
146,337 86 Fallow, bare soil, HSG B
1,095,354 68 Weighted Average
1,095,354 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.4 100 0.0942 0.16 Sheet Flow, C-2 Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.93"
8.9 1,236 0.2150 2.32 Shallow Concentrated Flow, C-2 Shallow Concentrated Flow
Woodland Kv= 5.0 fps
19.3 1,336 Total
Subcatchment 2S: C-2
Hydrograph
110 -
+ - - - - I- - - - - -1 - I- - + -1 -1- f- -1 - - - ❑ Runoff
105 - T - -1 - - 1- - r - rt - -1 99.82cts t - -1 - -I- - r - rt - -I - - I- -
100 —
— — — - - i- - - - - - - - -1 - -1- - ��rlse111-24+b
95 - - . . . . . . . . .
90 - ' - I 1 *-yr aln1 faH1;7 1114"
80 z AZLMof#lAreawr1,0951354-sf
70 - t - -1 - - I- - �- - - - - Rtpnoff-Vo�=6,760,af
60 - - Rifnoq `r FF`
50 11 1 - - - - - - -1 - Flow Len_gffi*1,3W
45 - 1 I 1 - - - I 10 3 I
35 - + 1 1 -4 -1 - - I- - F 4 v 6v
30 - t - -1 - - 1- - - - - -I - I - - -1 - - I- - f - t
25 - 7 -1 - - I- - r - - - -I - - - -1 - - I- - r - r - -1 - - -
20 - - - 1 - - I- - - - - -I - -11- - - - - -1 - - -
15 - - - - - - - - - - - - - - - - - - - -
10 -
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type/1 24-hr 25-yr Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 3S: C-3
Runoff = 11.47 cfs @ 12.06 hrs, Volume= 0.662 af, Depth> 3.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=7.14"
Area (sf) CN Description
49,535 60 Woods, Fair, HSG B
45,421 86 Fallow, bare soil, HSG B
94,956 72 Weighted Average
94,956 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.5 100 0.0920 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
3.1 542 0.3495 2.96 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.3 163 0.0213 10.45 125.36 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09'
n= 0.022 Earth, clean & straight
13.9 805 Total
Subcatchment 3S: C-3
Hydrograph
I I I I
— + — — — — I— — + — + — - 1— — — + — 4 - -1 — — I— — + - - ■Runoff
12 1 1 1 1111.47 cfs 11 1 _ _ _ —1 —
_ 1_ _ 1 _ _I _ — I— I I — — 1 Typellr 2-4-4 r-
- 4 1 1 1 4 - - + "
10 yH fad-1 r
9 - -1 - Rum ff Are&94,1956'sf
1 1 1 Runoffs Volume=0X621 of
- - - - - - - - - - - - - - - - - - - -
_ - _ _ 1 _;_Ru�nof DPth3. 4"
LL 6 _ _ - =1 - -�- -MoW Length_80T -
5 - - -1- - L - 1Tc=13.-9-min -
4 —O I72 —
1 _ I_ _ 1 _
2 1 1 1 1 1
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type/1 24-hr 25-yr Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 4S: C-4
Runoff = 38.96 cfs @ 12.14 hrs, Volume= 2.712 af, Depth> 2.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=7.14"
Area (sf) CN Description
580,490 60 Woods, Fair, HSG B
580,490 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 100 0.2581 0.24 Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.93"
12.8 1,366 0.1266 1.78 Shallow Concentrated Flow, Shallow Concentrated/ Rill Flow
Woodland Kv= 5.0 fps
19.8 1,466 Total
Subcatchment 4S: C-4
Hydrograph
42 — _ I _ _I _ _ I_ _ I _ _ ■Runoff
40 — 1 — — — — — _ 38.96 cfs 1 — _ — — L — 1 _ —I — — I—'—w 1'�—N
38 - 1 - -1 - - 1- - - - 1 - -I- - 1 - -LTypeA1-2&h -
36 - + - -1 - - I- - + - - -'-C� - +
34 - + - -I - - I- - + - + - - - - - -25�kr �Zai_p allr70�411 -
32 - t - -1 - I - t - _t Runoff Ar�WM0,100ts-f
30 — T - 1 I - T T - T - I- -I I e� I- TT
26 T - Rurvolli VoI1. me--yL��/ ILi�
.220 - 1 - -1 - - I- - L - 1 - - I- I -1-ftwLe Ir- 1-46W -
18 - T - -1 - - I- - -k - - - - I- - _1_
- - _4 _ T- - I- - T - -
16 + - 1 I + + 1 + I + 4 1 C=19I�-�Min
14 - t - -1 - I- - -1- � rt - -I - AA'' rt -
12 - T - -1 - - I- - I - - r rt - -1 - - hF AO -
10 - - - -1 - - I- - I - - - - - -1 - - I- - T - -
8 - - - - - - - - - - -
6 - - 1 - - - - - - - '- - - -
4 1I - - - - -
I
- -
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type/1 24-hr 25-yr Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 9S: C-5
Runoff = 16.73 cfs @ 11.96 hrs, Volume= 0.808 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=7.14"
Area (sf) CN Description
81,869 86 Fallow, bare soil, HSG B
81,869 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 9S: C-5
Hydrograph
18 - _ - 1 - 1 1 - 1 - 1 - 1 - 1 - 1 - 1 - ■Runoff
17 - - 1 - I 16.73 cfs _ I - I - I - I I I I
-' - - - - - -I- i T- e1r24-r-
16 - - - - - - - - - - - - -CC- - -b.�- y -'- -�- -
15 - - -I - - '- - - -1-2-5-1 yr kj ai+ fa+lr/ Fj4- -
14 _ _ _ _
13 - - 1 - - - 1 Runojff=Areas_81,'$69Ts_f
- T - -1 - - 1- - 7 - -1- r rt -1 T -
12 T 1 1 T - -1 Rano#frVoi nne--O $ &af
10 - t -1 1- - - - - -1-R�nof Dgpth J- W
0 9 t 1 1 t - -t 1- -t TC7 6!-O Min
7 - + - 1 1 - + -I- - + - 4 - -1 - -CN=186-
6 + - II- - + -I- - + - 4 - -1 - - I- - + - -
5 - + - -1 - - I- -4 - -I- - -4 - I - + - -
4 - - -11 - � -I- - - - -
3 - l - - 1 - - 1 - - - - L -
2 1 - - - - - 1 - L - - - - - -
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type 11 24-hr 100-yr Rainfall=9.27"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 20
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 1S: C-1 Runoff Area=2,531,721 sf 23.29% Impervious Runoff Depth>5.36"
Flow Length=3,140' Tc=36.5 min CN=72 Runoff=257.61 cfs 25.978 of
Subcatchment 2S: C-2 Runoff Area=1,095,354 sf 0.00% Impervious Runoff Depth>4.91"
Flow Length=1,336' Tc=19.3 min CN=68 Runoff=151.14 cfs 10.284 of
Subcatchment 3S: C-3 Runoff Area=94,956 sf 0.00% Impervious Runoff Depth>5.40"
Flow Length=805' Tc=13.9 min CN=72 Runoff=16.80 cfs 0.982 of
Subcatchment 4S: C-4 Runoff Area=580,490 sf 0.00% Impervious Runoff Depth>3.94"
Flow Length=1,466' Tc=19.8 min CN=60 Runoff=63.48 cfs 4.372 of
Subcatchment 9S: C-5 Runoff Area=81,869 sf 0.00% Impervious Runoff Depth>7.09"
Tc=6.0 min CN=86 Runoff=22.55 cfs 1.111 of
Total Runoff Area= 100.652 ac Runoff Volume=42.727 of Average Runoff Depth = 5.09"
86.55% Pervious = 87.114 ac 13.45% Impervious = 13.538 ac

213314_Culvert Design-updated Type 11 24-hr 100-yr Rainfall=9.27"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 1 S: C-1
Runoff = 257.61 cfs @ 12.32 hrs, Volume= 25.978 af, Depth> 5.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=9.27"
Area (sf) CN Description
1,319,896 65 Woods/grass comb., Fair, HSG B
382,358 98 Paved parking, HSG B
829,467 70 1/2 acre lots, 25% imp, HSG B
2,531,721 72 Weighted Average
1,941,996 76.71% Pervious Area
589,725 23.29% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.7 100 0.2297 0.13 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.93"
14.0 1,001 0.2276 1.19 Shallow Concentrated Flow,
Forest w/Heavy Litter Kv= 2.5 fps
8.8 1,077 0.0855 2.05 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
1.0 962 0.0891 16.10 563.63 Channel Flow,
Area= 35.0 sf Perim= 20.0' r= 1.75'
n= 0.040 Mountain streams
36.5 3,140 Total

213314_Culvert Design-updated Type 1124-hr 100-yr Rainfall=9.27"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 22
Subcatchment 1 S: C-1
Hydrograph
280 ❑Runoff
260 -_ . -1 - - - - Type 41-2&hr
240 I I
- - - - - - - -I 1*-Yr Rai 'nfaH'1=9.#"
220
200 - T 7 - TFZurhof 'Area=2,531-17211 sf
180 Runoff olurne�25o978, of
- - - - - - - - - - - - - - - - - - - - - - -
160 - _' R R_O#opthy5 36"
r — — — - r — — — 1— —
140 - - - - - - - - Flaw LeNthz;3,140'
LL 120 1 ni
- - - - - - - - - - - - -e=30.5t� rr
100
- r -, - - ,- rrt - - -1 - 1- - - - rt - -C1��72-
80 1 — —1 — _ 1— — L — 1 _ —1 _ L - -1 1 — L 1 —1 — —
60 1 1 1 1 1 1 1 1 1 1
20
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type 11 24-hr 100-yr Rainfall=9.27"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 2S: C-2
Runoff = 151.14 cfs @ 12.12 hrs, Volume= 10.284 af, Depth> 4.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=9.27"
Area (sf) CN Description
949,017 65 Woods/grass comb., Fair, HSG B
146,337 86 Fallow, bare soil, HSG B
1,095,354 68 Weighted Average
1,095,354 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.4 100 0.0942 0.16 Sheet Flow, C-2 Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.93"
8.9 1,236 0.2150 2.32 Shallow Concentrated Flow, C-2 Shallow Concentrated Flow
Woodland Kv= 5.0 fps
19.3 1,336 Total
Subcatchment 2S: C-2
Hydrograph
I I I I I I
160 I I I I 1- — rt — —I — — I - ❑Runoff
151.14 cfs — — — —
150 _ � - - - - - - - - - - - _ I- - Type1124-hr
130 100-yr Rainfall=9.27"
120 Runoff Area=1,095,354 sf
110 Runoff Volume=10.284 of
100
JT
90 - - -Runoff Depth>4.91"
0 80 - - - - - - Flow Length=1,336'
70 I
60 1 - - Tc=19.3 min
50 CN=68
ao - - - - - - - - - -
I — — — — - - r — rt — —I — — I
30 — —I — — — —I
20 — — —I
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type 11 24-hr 100-yr Rainfall=9.27"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 3S: C-3
Runoff = 16.80 cfs @ 12.06 hrs, Volume= 0.982 af, Depth> 5.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=9.27"
Area (sf) CN Description
49,535 60 Woods, Fair, HSG B
45,421 86 Fallow, bare soil, HSG B
94,956 72 Weighted Average
94,956 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.5 100 0.0920 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
3.1 542 0.3495 2.96 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.3 163 0.0213 10.45 125.36 Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09'
n= 0.022 Earth, clean & straight
13.9 805 Total
Subcatchment 3S: C-3
Hydrograph
18 ❑Runoff
17 16.80 cfs
16 Type II 24-hr
15 100-yr Rainfall=9.27"
13 Runoff Area=94,956 sf
12 Runoff Volume=0.982 of
11-
JT 10 Runoff Depth>5.40"
LL 8 Flow Length=805'
7 Tc=13.9 min
5 CN=72
5
4
3 1
2 1
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type 11 24-hr 100-yr Rainfall=9.27"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 4S: C-4
Runoff = 63.48 cfs @ 12.13 hrs, Volume= 4.372 af, Depth> 3.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=9.27"
Area (sf) CN Description
580,490 60 Woods, Fair, HSG B
580,490 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 100 0.2581 0.24 Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.93"
12.8 1,366 0.1266 1.78 Shallow Concentrated Flow, Shallow Concentrated/ Rill Flow
Woodland Kv= 5.0 fps
19.8 1,466 Total
Subcatchment 4S: C-4
Hydrograph
70 — ❑Runoff
65 63.48 cfs
60
T — —1 — 1 Type II 24-hr
I
55 100-yr Rainfall=9.27"
50 ' 1 ' 1 ' Runoff Area=580,490 sf
— t —I — — I— — t -
45 1 L 1 _ Runoff Volume=4.372 of
w 40 - _ 1 _ —; — — — — — - Runoff Depth>3.94"
3 35 — — —
- - + - -' - - + - - + - - Flow Length=1 ,466'
LL 30
25 - — — -1 — - 1— - — - Tc=19.8min
T 1 F I — — —
20 CN=60
15 1 1 1
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_Culvert Design-updated Type 1124-hr 100-yr Rainfall=9.27"
Prepared by S&ME, Inc. Printed 12/16/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 9S: C-5
Runoff = 22.55 cfs @ 11.96 hrs, Volume= 1.111 af, Depth> 7.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=9.27"
Area (sf) CN Description
81,869 86 Fallow, bare soil, HSG B
81,869 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 9S: C-5
Hydrograph
25 T 1 T - T -7 7- -T 1 T ■Runoff
24 — — — — — —23 1—
— — —L — --1 — — I—z2s—scts— — — — — — — — — — — — — — — — — — —
- 1 - -1 - - - - — � - -1- - L - 1 - -1 - - 1- - 1'�-r-
22 - T - -I - - 1- - + - 1- - - -1- - - 4 TYPeA1-24*Ff -
21 - T - -1 - - 1- - T - T - - I- _T - -1-n-n� - j -1 - - 1-�-
20 1 1 - 1 1- - I1VV� Ra -nfaflr.7. 17n
19 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
18 1 I T � I- -4 Rurvdf -A ea-81,18WSf
17 - t - -1 - - I- - t - t - - I- - t - -I- -- t- -,,� llllle
_t - --1 - - 1- - t - -
15af
- - - -1 - - 1- - 1 - -I - - I- - 1ZQ��11!YVl --�- - - -
D_l
13 - T - - - - - - - I- - - -I- O �„IIr` - �,fi - -
12
19 - T - - - - I- - T - � - - - -4 - -1- - - 4 - -1 - -/+w =48C -
8 - T - - I- -I - _ - -I- - r- _r -I - - I- - _r
7 - - - - - - - - - - - - - - - - -I- - - i - -I - - 1- - - -
6 - - - - - - - - - - - - - - - - - - - - - - - - - - -
5 - T - I J - - -I- - L -1 - - 1- - I - -
4 - t - - I- 1 - - - - -1- - � - -
3 - T
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Reference 6
FHWA HY-8 Pipe Through Calculation Report, S&ME Inc., December 2024.

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 127.04 cfs
Design Flow: 174.29 cfs
Maximum Flow: 257.61 cfs

Table 10 - Summary of Culvert Flows at Crossing: C-1
Headwater Elevation Total Discharge (cfs) Culvert 1 Discharge Roadway Discharge Iterations
(ft) (cfs) (cfs)
2613.71 127.04 127.04 0.00 1
2614.01 140.10 140.10 0.00 1
2614.32 153.15 153.15 0.00 1
2614.65 166.21 166.21 0.00 1
2614.86 174.29 174.29 0.00 1
2615.34 192.32 192.32 0.00 1
2615.71 205.38 205.38 0.00 1
2616.11 218.44 218.44 0.00 1
2616.52 231.50 231.50 0.00 1
2616.95 244.55 244.55 0.00 1
2617.41 257.61 257.61 0.00 1
2624.00 399.69 399.69 0.00 Overtopping

Rating Curve Plot for Crossing: C-1
Total Rating Curve
Crossing: -1
2624
262
— 2622
E: 2621
0
" 2620
aD
w 2619
m 261
261
aD
= 2616
2616
2614
150 200 250 300 350 400
Total Discharge (cfs)

Table 11 - Culvert Summary Table: Culvert 1
Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Depth Tailwater Outlet Tailwater
Discharge Discharge Elevation(ft) Depth(ft) Control Type Depth(ft) Depth(ft) (ft) Depth(ft) Velocity Velocity
(cfs) (cfs) Depth(ft) (ft/s) (ft/s)
127.04 127.04 2613.71 4.107 0.0* 1-S2n 1.790 2.564 1.790 1.747 13.057 13.230
140.10 140.10 2614.01 4.411 0.0* 1-S2n 1.908 2.717 1.908 1.827 13.428 13.565
153.15 153.15 2614.32 4.724 0.0* 1-S2n 2.017 2.866 2.017 1.902 13.815 13.877
166.21 166.21 2614.65 5.048 0.0* 5-S2n 2.116 3.011 2.116 1.973 14.229 14.168
174.29 174.29 2614.86 5.255 0.0* 5-S2n 2.175 3.095 2.175 2.016 14.483 14.338
192.32 192.32 2615.34 5.740 0.0* 5-S2n 2.303 3.275 2.303 2.106 15.029 14.702
205.38 205.38 2615.71 6.113 0.0* 5-S2n 2.393 3.403 2.393 2.168 15.407 14.947
218.44 218.44 1 2616.11 6.505 0.0* 5-S2n 2.482 3.525 1 2.482 2.228 15.766 1 15.182
231.50 231.50 2616.52 6.918 0.0* 5-S2n 2.569 3.637 2.569 2.286 16.108 15.407
244.55 244.55 2616.95 7.352 0.0* 5-S2n 2.655 3.746 2.655 2.342 16.442 15.621
257.61 257.61 1 2617.41 7.807 0.143 5-S2n 2.740 3.853 2.740 2.396 16.761 15.827

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert
Inlet Elevation(invert):2609.60 ft, Outlet Elevation(invert):2597.73 ft
Culvert Length: 154.46 ft, Culvert Slope:0.0771

Culvert Performance Curve Plot: Culvert 1
Perfol711a11ce Curve
cuh-ert: cuh.-ert 1
0 0
Inlet Control Elev Outlet Control Elev
2624
2622
2620
a 261
w
(�D 2616
2614
aD
= 2612
2610
150 200 250 300 350 400
Total Discharge (cfs)

Water Surface Profile Plot for Culvert: Culvert 1
C rossiiigy - C-1 . Design Discharge - 174.3 efs
Cuh.-ert- uh.-ert 1, uh-ert Discharge 174_3 cfs
262r
2621v,
_ 61 �---
4
0
2 61 ivi
2605
-b0 0 50 100 150 200
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 2608.60 ft
Outlet Station: 154.00 ft
Outlet Elevation: 2596.73 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 6.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 12 - Downstream Channel Rating Curve (Crossing: C-1)
Flow(cfs) Water Surface Depth (ft) Velocity (ft/s) Shear(psf) Froude Number
Elev(ft)
127.04 2599.48 1.75 13.23 10.90 2.26
140.10 2599.56 1.83 13.56 11.40 2.27
153.15 2599.63 1.90 13.88 11.87 2.28
166.21 2599.70 1.97 14.17 12.31 2.29
174.29 2599.75 2.02 14.34 12.58 2.30
192.32 2599.84 2.11 14.70 13.14 2.31
205.38 2599.90 2.17 14.95 13.53 2.32
218.44 2599.96 2.23 15.18 13.90 2.33
231.50 2600.02 2.29 15.41 14.27 2.34
244.55 2600.07 2.34 15.62 14.61 2.35
257.61 2600.13 2.40 15.83 14.95 2.35

Tailwater Channel Data - C-1
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 2.00 ft
Side Slope (H:V): 2.00 (_:1)
Channel Slope: 0.1000
Channel Manning's n: 0.0350
Channel Invert Elevation: 2597.73 ft
Roadway Data for Crossing: C-1
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 2624.00 ft
Crest Elevation: 2624.00 ft
Roadway Surface: Gravel
Roadway Top Width: 24.00 ft

HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 71.18 cfs
Design Flow: 99.82 cfs
Maximum Flow: 151.14 cfs

Table 1 - Summary of Culvert Flows at Crossing: C-2
Headwater Elevation Total Discharge (cfs) Culvert 2 Discharge Roadway Discharge Iterations
(ft) (cfs) (cfs)
2564.12 71.18 71.18 0.00 1
2564.48 79.18 79.18 0.00 1
2564.88 87.17 87.17 0.00 1
2565.32 95.17 95.17 0.00 1
2565.59 99.82 99.82 0.00 1
2565.76 111.16 102.71 8.35 8
2565.84 119.16 103.95 15.13 6
2565.90 127.15 105.01 22.04 5
2565.96 135.15 105.97 29.12 5
2566.02 143.14 106.83 36.18 4
2566.07 151.14 107.64 43.41 4
2565.60 100.04 100.04 0.00 Overtopping

Rating Curve Plot for Crossing: C-2
Total atiu Curve
Crossing: -2
2566.0
666-8
565-6
666-4
(D 666-
w
a 666-0
i� 664-
z 664-6
2664-4
2564-Cry
0 100 120 140
Total Discharge (cfs)

Table 2 - Culvert Summary Table: Culvert 2
Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Depth Tailwater Outlet Tailwater
Discharge Discharge Elevation(ft) Depth(ft) Control Type Depth(ft) Depth(ft) (ft) Depth(ft) Velocity Velocity
(cfs) (cfs) Depth(ft) (ft/s) (ft/s)
71.18 71.18 2564.12 3.117 3.014 7-M2c 1.752 1.654 1.654 0.859 7.619 8.917
79.18 79.18 2564.48 3.482 3.261 7-M2c 1.907 1.754 1.754 0.905 8.041 9.180
87.17 87.17 2564.88 3.881 3.522 7-M2c 2.089 1.850 1.850 0.949 8.460 9.423
95.17 95.17 2565.32 4.316 3.827 7-M2c 2.400 1.932 1.932 0.991 8.917 9.651
99.82 99.82 2565.59 4.586 4.148 7-M2c 2.400 1.977 1.977 1.014 9.189 9.774
111.16 102.71 2565.76 4.761 4.377 7-M2c 2.400 2.005 2.005 1.068 9.359 10.061
119.16 103.95 2565.84 4.837 4.488 7-M2c 2.400 2.016 2.016 1.105 9.432 10.250
127.15 105.01 2565.90 4.903 4.599 7-M2c 2.400 2.026 2.026 1.140 9.495 10.429
135.15 105.97 2565.96 4.964 4.657 7-M2c 2.400 2.034 2.034 1.173 9.552 10.599
143.14 106.83 2566.02 5.019 4.711 7-M2c 2.400 2.042 2.042 1.206 9.604 10.762
151.14 107.64 2566.07 5.071 4.777 7-M2c 2.400 2.050 2.050 1.237 9.653 10.918

Straight Culvert
Inlet Elevation(invert):2561.00 ft, Outlet Elevation(invert):2560.00 ft
Culvert Length:50.01 ft, Culvert Slope:0.0200

Culvert Performance Curve Plot: Culvert 2
Perfol711a11ce Curve
Cuh-ert: Cuh.-ert 2
0 0
Inlet Control Elev Outlet Control Elev
2566.0
2666.E
(
w 2666.0
a�
2664.E
2664.0
0 100 120 140
Total Discharge (cfs)

Water Surface Profile Plot for Culvert: Culvert 2
ros�ing - :- ., Design Di�char - 99.8 efs
Cuh-ert- uh-ert 2, i&.-erz Discharge 99-8 cfs
256
2564- 17
2660
0
M
a 2662
w
2561 ———
25 6ivi
-10 0 10 20 30 40 50 60
Station (ft)
Site Data - Culvert 2
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 2560.40 ft
Outlet Station: 50.00 ft
Outlet Elevation: 2559.40 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 2
Barrel Shape: Circular
Barrel Diameter: 3.00 ft
Barrel Material: Concrete
Embedment: 7.20 in
Barrel Manning's n: 0.0110 (top and sides)
Manning's n: 0.0300 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: C-2)
Flow(cfs) Water Surface Depth (ft) Velocity (ft/s) Shear(psf) Froude Number
Elev(ft)
71.18 2560.86 0.86 8.92 3.59 2.05
79.18 2560.91 0.91 9.18 3.78 2.07
87.17 2560.95 0.95 9.42 3.97 2.08
95.17 2560.99 0.99 9.65 4.14 2.09
99.82 2561.01 1.01 9.77 4.24 2.10
111.16 2561.07 1.07 10.06 4.47 2.11
119.16 2561.10 1.10 10.25 4.62 2.12
127.15 2561.14 1.14 10.43 4.76 2.13
135.15 2561.17 1.17 10.60 4.91 2.14
143.14 2561.21 1.21 10.76 5.04 2.15777d
151.14 2561.24 1.24 10.92 5.17 2.16

Tailwater Channel Data - C-2
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 5.00 ft
Side Slope (H:V): 5.00 (_:1)
Channel Slope: 0.0670
Channel Manning's n: 0.0300
Channel Invert Elevation: 2560.00 ft
Roadway Data for Crossing: C-2
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 50.00 ft
Crest Elevation: 2565.60 ft
Roadway Surface: Gravel
Roadway Top Width: 24.00 ft

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 8.43 cfs
Design Flow: 11.47 cfs
Maximum Flow: 16.8 cfs

Table 4 - Summary of Culvert Flows at Crossing: C-3
Headwater Elevation Total Discharge (cfs) Culvert 3 Discharge Roadway Discharge Iterations
(ft) (cfs) (cfs)
2549.48 8.43 8.43 0.00 1
2549.56 9.27 9.27 0.00 1
2549.64 10.10 10.10 0.00 1
2549.72 10.94 10.94 0.00 1
2549.77 11.47 11.47 0.00 1
2549.87 12.62 12.62 0.00 1
2549.95 13.45 13.45 0.00 1
2550.03 14.29 14.29 0.00 1
2550.11 15.13 15.13 0.00 1
2550.20 15.96 15.96 0.00 1
2550.28 16.80 16.80 0.00 1
2551.00 22.56 22.56 0.00 r Overtopping

Rating Curve Plot for Crossing: C-3
Total atiu Curve
Crossing: -3
551.
551.0
550 8
2550.E
w 550.4
m0_
550.0
aD
z
549.8
2549.E
549.4
10 15 20 25
Total Discharge (cfs)

Table 5 - Culvert Summary Table: Culvert 3
Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Depth Tailwater Outlet Tailwater
Discharge Discharge Elevation(ft) Depth(ft) Control Type Depth(ft) Depth(ft) (ft) Depth(ft) Velocity Velocity
(cfs) (cfs) Depth(ft) (ft/s) (ft/s)
8.43 8.43 2549.48 1.478 0.348 1-S2n 0.908 1.035 0.908 0.483 6.074 5.886
9.27 9.27 2549.56 1.560 0.466 1-S2n 0.959 1.087 0.962 0.508 6.201 6.048
10.10 10.10 2549.64 1.640 0.588 1-S2n 1.009 1.138 1.009 0.532 6.361 6.200
10.94 10.94 2549.72 1.718 0.713 1-S2n 1.058 1.186 1.058 0.555 6.486 6.341
11.47 11.47 2549.77 1.766 0.795 1-S2n 1.089 1.215 1.089 0.569 6.560 6.425
12.62 12.62 2549.87 1.872 0.978 1-S2n 1.156 1.277 1.156 0.598 6.707 6.601
13.45 13.45 2549.95 1.950 1.118 1-S2n 1.205 1.320 1.205 0.618 6.804 6.720
14.29 14.29 2550.03 2.030 1.262 5-S2n 1.254 1.362 1.254 0.638 6.892 1 6.834
15.13 15.13 2550.11 2.112 1.410 5-S2n 1.304 1.402 1.304 0.657 6.971 6.942
15.96 15.96 2550.20 2.196 1.564 5-S2n 1.356 1.440 1 1.356 0.676 7.042 7.046
16.80 16.80 2550.28 2.284 1.722 5-S2n 1.409 1.477 1 1.409 0.694 7.104 7.146

Straight Culvert
Inlet Elevation(invert):2548.00 ft, Outlet Elevation(invert):2547.00 ft
Culvert Length: 152.20 ft, Culvert Slope:0.0066

Culvert Performance Curve Plot: Culvert 3
Perfol711a11ce Curve
Cuh-ert: Cuh.-ert 3
0 0
Inlet Control Elev Outlet Control Elev
551.0
550_5
o
( 550.0
w �
549_5
_ F49 0
54 _5
A"
10 15 20 25
Total Discharge (cfs)

Water Surface Profile Plot for Culvert: Culvert 3
Cros� inn - :- , Design Discharge - 11 .5 efs
Cuh-ert- Cuh-ert 3,Cuh-ert Dischar-e �11_ ct_
FF1
GFFIJ_
G55IJ_0
549_5
549.0
w 548_5
548.0
547_5 ———
547.0
0 50 100 150 200
Station (ft)
Site Data - Culvert 3
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 2548.00 ft
Outlet Station: 152.20 ft
Outlet Elevation: 2547.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 3
Barrel Shape: Circular
Barrel Diameter: 2.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Grooved End Projecting
Inlet Depression: None

Table 6 - Downstream Channel Rating Curve (Crossing: C-3)
Flow(cfs) Water Surface Depth (ft) Velocity (ft/s) Shear(psf) Froude Number
Elev(ft)
8.43 2547.48 0.48 5.89 1.76 1.72
9.27 2547.51 0.51 6.05 1.85 1.73
10.10 2547.53 0.53 6.20 1.94 1.74
10.94 2547.55 0.55 6.34 2.03 1.75
11.47 2547.57 0.57 6.43 2.08 1.75
12.62 2547.60 0.60 6.60 2.18 1.76
13.45 2547.62 0.62 6.72 2.26 1.77
14.29 2547.64 0.64 6.83 2.33 1.78
15.13 2547.66 0.66 6.94 2.40 1.78
15.96 2547.68 0.68 7.05 2.47 1.79
16.80 2547.69 0.69 7.15 2.53 1.79

Tailwater Channel Data - C-3
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 2.00 ft
Side Slope (H:V): 2.00 (_:1)
Channel Slope: 0.0585
Channel Manning's n: 0.0300
Channel Invert Elevation: 2547.00 ft
Roadway Data for Crossing: C-3
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 10.00 ft
Crest Elevation: 2551.00 ft
Roadway Surface: Gravel
Roadway Top Width: 100.00 ft

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 25.83 cfs
Design Flow: 38.96 cfs
Maximum Flow: 63.48 cfs

Table 7 - Summary of Culvert Flows at Crossing: C-4
Headwater Elevation Total Discharge (cfs) Culvert 4 Discharge Roadway Discharge Iterations
(ft) (cfs) (cfs)
2546.43 25.83 25.83 0.00 1
2546.65 29.59 29.59 0.00 1
2546.87 33.36 33.36 0.00 1
2547.21 38.96 38.96 0.00 1
2547.33 40.89 40.89 0.00 1
2547.58 44.66 44.66 0.00 1
2547.85 48.42 48.42 0.00 1
2548.03 52.18 50.73 1.33 15
2548.07 55.95 51.22 4.55 5
2548.10 59.71 51.61 8.03 5
2548.13 63.48 51.93 11.44 4
2548.00 50.33 50.33 0.00 Overtopping

Rating Curve Plot for Crossing: C-4
Total RatinLy Curve
Cry==ur=: C-4
2548_2
648_0
547_
647_6
a 647_4
w
(, 647_2
4. 647_0
aD
_ 2546.6
546.6
646.4
26 30 35 40 46 60 66 60 65
Total Discharge (cfs)

Table 8 - Culvert Summary Table: Culvert 4
Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Depth Tailwater Outlet Tailwater
Discharge Discharge Elevation(ft) Depth(ft) Control Type Depth(ft) Depth(ft) (ft) Depth(ft) Velocity Velocity
(cfs) (cfs) Depth(ft) (ft/s) (ft/s)
25.83 25.83 2546.43 2.431 0.091 1-S2n 1.053 1.641 1.098 0.608 11.026 8.142
29.59 29.59 2546.65 2.651 0.353 1-S2n 1.133 1.762 1.191 0.656 11.321 8.488
33.36 33.36 2546.87 2.870 0.627 1-S2n 1.209 1.875 1.272 0.701 11.686 8.803
38.96 38.96 2547.21 3.209 1.057 5-S2n 1.318 2.031 1.397 0.764 12.083 9.224
40.89 40.89 2547.33 3.332 1.212 5-S2n 1.354 2.082 1.435 0.785 12.242 9.357
44.66 44.66 2547.58 3.584 1.524 5-S2n 1.424 2.177 1.517 0.823 12.459 9.605
48.42 48.42 2547.85 3.854 2.217 5-S2n 1.493 2.266 1.594 0.860 12.685 9.837
52.18 50.73 1 2548.03 4.030 2.397 5-S2n 1.535 2.317 1 1.641 0.896 12.823 10.056
55.95 51.22 2548.07 4.069 2.436 5-S2n 1.543 2.328 1 1.651 0.930 12.852 10.261
59.71 51.61 2548.10 4.100 2.468 5-S2n 1.550 2.336 1.658 0.963 12.876 10.457
63.48 51.93 1 2548.13 4.125 2.494 5-S2n 1.556 2.343 1.665 0.996 12.894 10.643

Straight Culvert
Inlet Elevation(invert):2544.00 ft, Outlet Elevation(invert):2542.00 ft
Culvert Length: 110.02 ft, Culvert Slope:0.0182

Culvert Performance Curve Plot: Culvert 4
Perfol711a11ce Curve
Cuh-ert: Cuh.-ert 4
0 0
Inlet Control Elev Outlet Control Elev
648_0
— 647_F
0
647_0
a 2646.E — — - —
w 646.0
(D
646.E .
z 646.0
2644.E
544.0
6 30 35 40 46 60 66 60 66
Total Discharge (cfs)

Water Surface Profile Plot for Culvert: Culvert 4
C ro iti - C-4 , Design Discharge - 39.0 efs
Cuh-ert - CWvert 4_ Cuh-ert Discharge 39_0 cfs
254
547
2540
0 �
.-F-- 2545
u 2544
54,
2542
0 50 100
Station (ft)
Site Data - Culvert 4
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 2544.00 ft
Outlet Station: 110.00 ft
Outlet Elevation: 2542.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 4
Barrel Shape: Circular
Barrel Diameter: 3.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 9 - Downstream Channel Rating Curve (Crossing: C-4 )
Flow(cfs) Water Surface Depth (ft) Velocity (ft/s) Shear(psf) Froude Number
Elev(ft)
25.83 2542.61 0.61 8.14 3.80 2.04
29.59 2542.66 0.66 8.49 4.10 2.06
33.36 2542.70 0.70 8.80 4.38 2.08
38.96 2542.76 0.76 9.22 4.77 2.10
40.89 2542.78 0.78 9.36 4.90 2.11
44.66 2542.82 0.82 9.60 5.14 2.12
48.42 2542.86 0.86 9.84 5.37 2.13
52.18 2542.90 0.90 10.06 5.59 2.14
55.95 2542.93 0.93 10.26 5.81 2.15
59.71 2542.96 0.96 10.46 6.01 2.16
63.48 2543.00 1.00 10.64 6.21 2.17

Tailwater Channel Data - C-4
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 4.00 ft
Side Slope (H:V): 2.00 (_:1)
Channel Slope: 0.1000
Channel Manning's n: 0.0350
Channel Invert Elevation: 2542.00 ft
Roadway Data for Crossing: C-4
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 2548.00 ft
Roadway Surface: Gravel
Roadway Top Width: 12.00 ft

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 13.29 cfs
Design Flow: 16.73 cfs
Maximum Flow: 22.55 cfs

Table 13 - Summary of Culvert Flows at Crossing: C-5
Headwater Elevation Total Discharge (cfs) Culvert 5 Discharge Roadway Discharge Iterations
(ft) (cfs) (cfs)
2527.05 13.29 13.29 0.00 1
2527.16 14.22 14.22 0.00 1
2527.27 15.14 15.14 0.00 1
2527.38 16.07 16.07 0.00 1
2527.47 16.73 16.73 0.00 1
2527.63 17.92 17.92 0.00 1
2527.76 18.85 18.85 0.00 1
2527.90 19.77 19.77 0.00 1
2528.01 20.70 20.46 0.13 23
2528.02 21.62 20.57 0.95 5
2528.04 22.55 20.65 1.80 4
2528.00 20.42 20.42 0.00 Overtopping

Rating Curve Plot for Crossing: C-5
Total Rating Curve
Crossing:C-5
6 _0
67_9
67_
ID 67_7
(D 67_6
w
(, 67_
4-
m
i� 6 7_4
167_3
67_
67_'I
14 16 l8 20 22
Total Discharge (cfs)

Table 14 - Culvert Summary Table: Culvert 5
Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Depth Tailwater Outlet Tailwater
Discharge Discharge Elevation(ft) Depth(ft) Control Type Depth(ft) Depth(ft) (ft) Depth(ft) Velocity Velocity
(cfs) (cfs) Depth(ft) (ft/s) (ft/s)
13.29 13.29 2527.05 2.051 0.662 5-S2n 1.044 1.312 1.044 0.790 8.012 4.698
14.22 14.22 2527.16 2.156 0.830 5-S2n 1.088 1.358 1.088 0.817 8.143 4.784
15.14 15.14 2527.27 2.266 1.005 5-S2n 1.131 1.402 1.131 0.844 8.265 4.866
16.07 16.07 2527.38 2.380 1.187 5-S2n 1.175 1.445 1.175 0.869 8.378 4.944
16.73 16.73 2527.47 2.465 1.321 5-S2n 1.206 1.474 1.206 0.887 8.453 4.998
17.92 17.92 2527.63 2.626 1.807 5-S2n 1.262 1.525 1.262 0.918 8.577 5.691
18.85 18.85 2527.76 2.758 1.990 5-S2n 1.307 1.562 1.307 0.941 8.664 5.159
19.77 19.77 2527.90 2.898 2.179 5-S2n 1.353 1.597 1.361 0.964 8.683 5.225
20.70 20.46 2528.01 3.006 2.324 5-S2n 1.388 1.622 1.393 0.986 8.759 5.289
21.62 20.57 2528.02 1 3.024 2.348 5-S2n 1.393 1.626 1.393 1.007 8.802 5.351
22.55 20.65 2528.04 1 3.037 2.366 5-S2n 1.398 1.629 1.405 1.028 8.756 5.411

Straight Culvert
Inlet Elevation(invert):2525.00 ft, Outlet Elevation(invert):2523.50 ft
Culvert Length: 148.01 ft, Culvert Slope:0.0101

Culvert Performance Curve Plot: Culvert 5
Perfol711a11ce Curve
cuh-ert: cuh.-ert 5
0 0
Inlet Control Elev Outlet Control Elev
68_0
2627.E
� —
D1 w 67.0
(D
2626.E
(D
z
5 6.0
k-
14 16 i8 20 22
Total Discharge (cfs)

Water Surface Profile Plot for Culvert: Culvert 5
Cros� inn - C-5. Design Discharge - 16.7 cfs
Cuh-ert- Cuh-ert 5,Cuh-ert Discharge 16_7 cfs
68_0
67_6 -----
67_0
- 2626.E
66.0
> 66_F
(D
w 66.0
64_F
64.0
6 _6
0 60 100 160
Station (ft)
Site Data - Culvert 5
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 2525.00 ft
Outlet Station: 148.00 ft
Outlet Elevation: 2523.50 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 5
Barrel Shape: Circular
Barrel Diameter: 2.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 15 - Downstream Channel Rating Curve (Crossing: C-5)
Flow(cfs) Water Surface Depth (ft) Velocity (ft/s) Shear(psf) Froude Number
Elev(ft)
13.29 2524.29 0.79 4.70 1.08 1.12
14.22 2524.32 0.82 4.78 1.12 1.12
15.14 2524.34 0.84 4.87 1.16 1.13
16.07 2524.37 0.87 4.94 1.19 1.13
16.73 2524.39 0.89 5.00 1.22 1.13
17.92 2524.42 0.92 5.09 1.26 1.14
18.85 2524.44 0.94 5.16 1.29 1.14
19.77 2524.46 0.96 5.23 1.32 1.15
20.70 2524.49 0.99 5.29 1.35 1.15
21.62 2524.51 1.01 5.35 1.38 1.15
22.55 2524.53 1.03 5.41 1.41 57d

Tailwater Channel Data - C-5
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 2.00 ft
Side Slope (H:V): 2.00 (_:1)
Channel Slope: 0.0220
Channel Manning's n: 0.0300
Channel Invert Elevation: 2523.50 ft
Roadway Data for Crossing: C-5
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 2528.00 ft
Roadway Surface: Gravel
Roadway Top Width: 24.00 ft

Reference 7
Erosion and Sediment Control Planning and Design Manual, Chapter 8.06, NCDEQ, Revised May 2013.

Appendices
CULVERT C-1
30
Outlet W Do + La
pipe 1.
diameter (Do)
1
La — 80 I ).
�,� T ilwater < 0.5Da
i
o _ _
gtr ok P� 60
(�ve� r
fl'- -- ,4 ,,
-' -t1MflqHH M0011
p a
4 iiiiiiiiiii
J,,oA 4
3Ell�T� I
d�
4-
+d '' "
20 , "5 3
2
t.
10
I - (3)
0 2 _N
a a
70
v❑20
1 k v- 15
I, 'II vc10 II 'iil I }
,I I; "II III'j II' 0
3 5 10 20 50 100 200 500 1000
Discharge(0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(TW<0.5 diameter).
Rev.12/93 8.06.3

Appendices
CULVERT C-2
30
Outlet W Do + La
pipe 1.
diameter (Do)
1
La - 80 I ).
�,� T ilwater < 0.5Da
i
o _ _
e�g�r ok P� 60 aIM99 - �,
��, r
1
,4 ,,
.....
- a ��`
4 - 01
F a-' a 4
l J
+
20 , �5 3
IN
2 I
�.
Alt
r......... -14M alk I I I I t M
0 + - 1 tftoe2
a a
C
a a
- -
20 if �`I� i
v_ 15 y �
16 a I k io
v_
v 5 I I�
3 5 10 20 50 100 2001 500 1000
Discharge(0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(TW<0.5 diameter).
Rev.12/93 8.06.3

Appendices
CULVERT C-3
30
Outlet W Do + La
pipe 1.
diameter (Di
1
La - 80 r ).
_i
�,� T ilwater < 0.5Da
i
o _ _
<rok Pp so
5
4 - - - 4
} J1, J
3 d�
oe "3y
20 2 3
-41
10 ;'T-rl-l-1- HIM[! 1-1-11tti"IfEWItHIMIN
It
oil
0 + 2 co
r
a a
a
— — — — ——
16 = a , 1 70
11 t Vf It
i ji. is i
:I , i.. �i I i I l i I li � .:I li
3 5 10 20 50 100 200 500 1000
Discharge(0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(TW<0.5 diameter).
Rev.12/93 8.06.3

Appendices
CULVERT C-4
30
Outlet W Do + La
pipe 1.
diameter (Do)
1
La — 80 I ).
_i
�,� T ilwater < 0.5Da
i
o _ _
e�gX\ok P� 60
1 �
00
Nil
\r,� 54
�- a 4
} J
3 d�
4-
"3y
+a
20 3
ILLILMULL
2
C
0 + 2 U)
lilt I a a
a
Q-
HIM I[
20
11 t Vf It 15 .. �T� ff
I V c 10 1d �
; .
It
III 0
3 5 10 20 50 100 200 500 1000
Discharge(0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(TW<0.5 diameter).
Rev.12/93 8.06.3

Appendices
CULVERT C-5
30
Outlet W Do + La
pipe 1.
diameter (Do)
1
La - 80 I ).
_i
�,� T ilwater < 0.5Da
0
ook Pp so
ti
5 1, ./
4 - F MINE
4-11tAl
} J
3 d�
20 2 3
10 [ILL
011 11 Hill 1 + 2 U)
a a
112n Lori VI MH
Nt
- - - - --
1-4111144- 6 = a , 1 70
11 t � V 15 ..
f It
I y= 10 d �
II
3 5 10 20 50 100 200 500 1000
Discharge(0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(TW<0.5 diameter).
Rev.12/93 8.06.3

COMPUTATIONS BY: Signature Date 12/19/2024
Name David Lee, E.I.
Title Professional I - Engineering
ASSUMPTIONS Signature Date 12/19/2024
AND PROCEDURES Name C.Ty Brooks, P.E.
CHECKED BY: Title Project Engineer
COMPUTATIONS Signature I -ywle� Date 12/19/2024
CHECKED BY: Name Lilma R Schimmel, P.E.
Title Senior Engineer, Project Manager
REVIEWED BY: Signature Date 12/19/2024
Name Christopher J.L. Stahl, P.E
Title Principal Engineer, V.P.
REVIEW NOTES/COMMENTS:
December 19, 2024 7

OBJECTIVE:
The objective of this calculation report is to design the proposed drop inlets and connected pipe networks around
the perimeter of the proposed freshwater reservoir based off the 25-year, 24-hour design storm.
SUMMARY:
Site development activities are expected to create a flat bench along the perimeter of the freshwater reservoir that
will require the use of drop inlet systems. As such, these were designed to manage peak stormwater flows for the
during and post-construction conditions for the 25-year, 24-hour design storm.
REFERENCES
NOAA Atlas 74, Volume 2, Version 3, Bonnin, G.M., Martin, D., Lin, B., Parzybok, T., Yekta, M., & Riley, D.,
April 21, 2017.
2 TR-55 Urban Hydrology for Small Watersheds, USDA-NRCS,June 1986.
3 NRCS Soil Figures, Web Soil Survey, December 2024.
4 Compiled HydroCAD Report, S&ME Inc., December 2024.
5 North Carolina Department of Transportation, Division of Highways, Frames and Wide Slot Flat Grates,
840.20, 2018.
DEFINITION OF VARIABLES
Q = flow rate (cfs) g = gravity (ft/s2)
CN = curve number(unitless) P25 = 10-year, 24-hour rainfall (in.)
i = rainfall intensity(in./hr) P = rainfall intensity (in.)
A = drainage area (acres) n = Manning's roughness coefficient (unitless)
T, = time of concentration (min) v = velocity(ft/s)
L = length of channel (ft) S = slope (ft/ft)
R = hydraulic radius (ft)
KNOWN AND ASSUMED VARIABLES:
Tc = 6 minutes [Ref. 2]
P25 = 7.14 in [Ref. 1, Table P.F.,pg.1]
y = 62.4 pcf for water [typical assumption for water]
December 19, 2024 8

CALCULATIONS
1.1 Estimate runoff for the 25-year, 24-hour design storm.
Runoff for the 25-year design storm was calculated using the Curve Number Method. The curve number"CN" is
an empirical parameter used within hydrology to predict direct runoff from rainfall. The drainage areas flowing
into the channel were conservatively assumed to consist of bare soil. NRCS Web Soil Survey [Ref. 3] was queried
to identify the Hydrologic Soil Groups (HSG) on site. The site includes a mix of hydrologic soil groups A, B, and C
with the majority consisting of HSG B. A hydrologic soil group of B was selected for hydrologic analyses. The
curve number can be seen in S&ME's HydroCAD Report [Ref. 4].
The time of concentration "Tc" is the time for flow from the most hydrologically remote point in the contributing
drainage area to leave the watershed. The time of concentration was estimated using the Technical Release 55
(TR-55) method [Ref. 2]. The minimum allowable time of concentration for use in TR-55 is 0.1 hours or 6 minutes.
Due to the small drainage areas and short flow paths, a time of concentration of 6 minutes was assumed for each
watershed.
Drop inlets were preliminarily spaced every 100-ft on center along the perimeter of the freshwater reservoir.The
contributing drainage areas to each inlet was delineated according to the proposed site layout.The largest
drainage area to a single inlet was then considered as a representative drainage area to determine the drop inlet
grate size.The estimated runoffs from this representative drainage area for the 25-year, 24-hour design storm
were calculated in HydroCAD and summarized in Table 1.
Table 1: Stormwater Flow Rate Summary
Drainage Time of 25-Year Storm
Area Curve Concentration Runof f
o. tAl Q25)
DI-FR-01 0.40 86 6.0 3.52
1.2 Drop Inlet Grate and Culvert Evaluation
Culvert pipe sizes, grate types and quantities were determined using HydroCADS, the output file is provided as
Reference 4. Given the runoff flow rate calculated above, the drop inlet grates were evaluated to select a type and
quantity that would sufficiently handle the design storm event without overtopping the berm or system.The grate
opening sizes utilized in the HydroCAD® file were based on the information provided from the North Carolina
Department of Transportation (NCDOT) Grate, Reference S. Grate failure occurred when the peak elevation above
the grate overtopped the determined flood elevation set by the proposed berm. Culvert failure occurred when
culvert flow was the constraining flow to within 0.5-ft of the grate directly upstream. The series of drop inlets and
culverts were then connected to a larger area inlet which will receive flows from proposed channel C-5 (see
associated channel report). The yard inlet was assumed to have a large, welded metal grate which would not
impede flow and the overall box dimensions were determined using HydroCAD [Ref. 4]. Table 2 below
summarizes the inlet grate and culvert material sizes and elevations for each drop inlet culvert system to be used
on site.
December 19, 2024 9

Table 2:Drop Inlet Grate : Culvert Summary
Drop Grate Riser Pipe Culvert Pipe Pipe Pipe Pipe Grate Grate
Inlet ID Elevation Height Dia. Pipe Inlet Culvert Culvert Culvert Culvert Culvert
Quantity00 (ft) (in) Material Elevation Elevation (ft) (f t/ft) Type
DI-FR-10 2550.0 3.5 18 RCP 2546.5 2546.0 100 0.005 NCDOT 1
DI-FR-09 2550.0 4.0 18 RCP 2546.0 2545.5 100 0.005 NCDOT 1
DI-FR-08 2550.0 4.5 24 RCP 2545.5 2545.0 100 0.005 NCDOT 1
DI-FR-07 2550.0 5.0 24 RCP 2545.0 2544.5 100 0.005 NCDOT 1
DI-FR-06 2550.0 6.0 24 RCP 2544.0 2543.0 100 0.010 NCDOT 1
DI-FR-05 2550.0 8.0 30 RCP 2542.0 2541.0 100 0.010 NCDOT 1
DI-FR-04 2550.0 10.0 30 RCP 2540.0 2539.0 100 0.010 NCDOT 1
DI-FR-03 2550.0 12.0 30 RCP 2538.0 2537.0 100 0.010 NCDOT 1
DI-FR-02 2550.0 14.0 30 RCP 2536.0 2535.0 100 0.010 NCDOT 1
DI-FR-01 2550.0 16.0 36 RCP 2534.0 2533.0 100 0.010 NCDOT 1
DI-FR-1A 2604.0 4.0 24 HDPE 2600.0 2541.5 100 0.585 NCDOT 1
DI-R1 2549.0 17.0 36 RCP 2532.0 2531.0 72 0.014 NCDOT 1
AREA 2537.0 6.0 (2) 36 RCP 2531.0 2530.0 72 0.014 9'x3' 1
INLET
CONCLUSIONS
The proposed drop inlets and connected pipe networks around the perimeter of the freshwater reservoir were
designed to manage peak stormwater flows for the during and post-construction conditions for the 25-year, 24-
hour design storm.
December 19, 2024 10

References

Reference 1
NOAA Atlas 74, Volume 2, Version 3, Bonnin, G.M., Martin, D., Lin, B., Parzybok, T., Yekta, M., & Riley, D., April 21,
2017.

12/6/24, 10:59 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
' Location name:Spruce Pine,North Carolina,USA* A4,
Latitude: 35.902*, Longitude: -82.064*
Elevation:2593 ft**
source:ESRI Maps
source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration��� 10 25 50 100 200 500F 1000
5-min 0.372 0.443 0.526 0.591 0.675 0.740 0.805 0.872 0.960 1.03
(0.339-0.410) (0.405-0.488) (0.478-0.579) (0.536-0.648) (0.608-0.743) (0.662-0.815) (0.716-0.889) (0.767-0.967) (0.833-1.07) (0.883-1.16)
10-min 0.595 0.709 0.843 0.944 1.08 1.18 1.28 1.38 1.52 1.62
(0.541-0.655) (0.648-0.780) (0.766-0.927) (0.856-1.04) (0.970-1.18) 1 (1.06-1.30) 1 (1.14-1.41) 1 (1.22-1.53) (1.32-1.69) (1.39-1.82)
15-min 0.744 0.891 1.07 1.20 1.36 1.49 1.62 1.74 1.91 2.04
(0.677-0.818) (0.814-0.981) (0.969-1.17) 1 (1.08-1.31) 1 (1.23-1.50) 1 (1.34-1.64) (1.44-1.79) 1 (1.54-1.93) (1.66-2.13) (1.75-2.29)
30-min 1.02 1.23 1.52 1.73 2.02 2.25 2.48 2.72 3.04 3.30
(0.928-1.12) (1.12-1.36) (1.38-1.67) (1.57-1.90) 1 (1.82-2.22) (2.01-2.48) 1 (2.20-2.74) 1 (2.39-3.01) (2.64-3.39) (2.83-3.71)
60-min 1.27 1.54 1. 44 2.25 2.69 3.04 3.41 3.81 4.36 4.82
(1.16-1.40) 1 (1.41-1.70) (1.76-2.14) 1 (2.42-2.96) 1 (2.73-3.35) i (3.03-3.77) (3.35-4.22) 1(3.79-4.87) (4.13-5.41)
2-hr 1.46 1.79 2.28 2.67 3.25 3.73 4.24 4.80 5.62 6.31
(1.33-1.61) (1.63-1.96) (2.07-2.50) (2.42-2.94) (2.92-3.57) (3.32-4.10) (3.75-4.68) (4.20-5.32) (4.84-6.27) (5.37-7.09)
3-hr 1.58 1.93 2.44 2.87F 3.50 F 4.04 F 4.63 5.28 6.26 7.10
(1.44-1.75) 1 (1.75-2.13) 1 (2.22-2.69) (2.59-3.16) (3.14-3.86) 1 (3.59-4.47) 1 (4.07-5.13) 1 (4.60-5.88) (5.34-7.01) (5.98-8.01)
6-hr 2.03 7 2.45 3.04 3.55 4.31 F 4.96 5.69 F 6.49 F 7.71 8.77
(1.86-2.22) 1 (2.24-2.68) 1 (2.78-3.33) (3.23-3.88) (3.89-4.72) 1 (4.45-5.44) (5.04-6.26) (5.69-7.18) 1(6.62-8.60) (7.41-9.84)
12-hr 2.61 3.15 3.90 4.50 5.37 6.09 6.85 7.68 8.88 9.90
(2.41-2.83) 1 (2.91-3.43) 1 (3.59-4.24) (4.14-4.90) (4.91-5.86) (5.52-6.66) (6.17-7.52) (6.85-8.47) (7.82-9.87) 1 (8.62-11.1)
24-hr 2 3.24 3.93 5.02 5.89 7.14 8.17 9.27 10.5 12.2 13.6 )
(3.55-4.45) (4.52-5.68) (5.28-6.68) (6.37-8.12) (7.23-9.32) (8.13-10.6) (9.08-12.0) (10.4-14.1) (11.4-15.9
2-day 3.90 4.715.96 6.98 8.43 9.63 10.9 12.3 14.3 16.0
(3.54-4.32) 1 (4.29-5.22) 1 (5.41-6.63) 1 (6.30-7.77) 1 (7.54-9.40) 1 (8.55-10.8) 1 (9.60-12.3) (10.7-14.0) 1(12.2-16.4) (13.5-18.5)
3-day 4.17F 5.03 6.31
(3.79-4.62) 7535 8.82 10.0 911.3 127 14.7 16.3
-5.58) (5.73-7.02) - .18) - .84) (8.93-11.2) 98-1 1 -1 -16.7 I (13.8-18.8)(4.58 (7.91 2.7) 1.14.4) (12.6 4-day 4.44 5.34 6.67 F 9.22 710.4 F 15.0 16.6
(4.04-4.92) (4.87-5.93) (6.06-7.41) 1 (8.29-10.3) 1 (9.30-11.7) (10.4-13.2) (11.4-14.8) (12.9-17.1) (14.2-19.2)
7-day 5.16 6.19 7.59 8.70 10.2 11.5 12.8 14.1 16.0 17.6
(4.71-5.78) 1 (5.64-6.94) 1 (6.90-8.52) j (7.89-9.80) 1 (9.23-11.6) 1 (10.3-13.0) 11 (11.3-14.6) 11 (12.4-16.2) (13.9-18.5) (15.0-20.5)
10-day 5.91 7.04 8.50 7 9.63 F 11.2 12.4 F 13.6 7 14.8 F 16.5 18.0
(5.42-6.57) 1 (6.46-7.85) (7.77-9.48) 1 (8.79-10.8) 1 (10.1-12.5) 1 (11.1-13.9) 1 (12.1-15.3) 1 (13.2-16.8) (14.5-18.9) (15.6-20.8)
20-day 7.90 9.35 11.1 12.5 14.3 15.8 17.3 18.8 20.9 22.6
(7.34-8.62) (8.67-10.2) (10.3-12.1) (11.5-13.7) I1 (13.2-15.8)11 (14.4-17.4) (15.7-19.2) (16.9-20.9) (18.6-23.4) (19.9-25.4)
30-day 9.76 11.5 13.4 14.9 16.8 18.3 19.8 21.3 ) ( 23.3 24.8
(9.08-10.5) (10.7-12.4) (12.5-14.5) (13.8-16.2) (15.5-18.3) (16.8-20.0) (18.1-21.7) (19.3-23.4 20.9-25.7) (22.1-27.5)
45-day 12.3F 14.4 16.5 F 18.1 20.2 21.8 F 23.4 F 25.0 27.1 28.6
(11.5-13.1) 1 (13.5-15.4) (15.4-17.6) 1 (16.9-19.3) 1 (18.9-21.6) 1 (20.3-23.4) 1 (21.7-25.2) 1 (23.0-27.0) 1(24.7-29.4) (26.0-31.3)
60-day 14.6 17.1 19.4 21.2 23.5 25.2 26.9 28.5 ) ( 30.6 32.1
(13.8-15.6) (16.1-18.2) (18.3-20.7) (19.9-22.6) (22.0-25.1) (23.6-27.0) (25.0-28.8) (26.4-30.7 28.2-33.1) (29.5-34.9)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
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12/6/24, 10:59 AM Precipitation Frequency Data Server
PD5-based depth-duration-frequency (DDF) curves
Latitude: 35.9020", Longitude: -82.06400
Average recurrence
interval
(years)
25 4-1 — 1
20 — 5
25
— 50
— 100
�-j 10
2 — 200
CL
500
5
1000
0
c e e c c 6- 6- 6. a s �. >%a.
EE E E rr� A L6 rLv r-
u, o 6A m Q Duration "' r:, r*;Itn o rry rn rn v�
30
25
Duration
r
c 20 — 5Anm — 2-day
c — 10-min — 3-day
15 15-min — 4-day
49 — 30-min — 7-d ffy
M
10 — 60min — 10-eay
a — 2-ti r — 20-flay
5 — 34Mr — 30-0ay
15-111r 45-day
0
— 12-hr — Wday
24-n r
1 2 5 10 25 50 100 200 500 laoo
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT?:Fri Dec 6 15:53:27 2024
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Maps & aerials
Small scale terrain
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12/6/24, 10:59 AM Precipitation Frequency Data Server
'Sl we Pine
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3km J
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https:Hhdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9020&Ion=-82.0640&data=depth&units=english&series=pds 3/4

12/6/24, 10:59 AM Precipitation Frequency Data Server
KinESPOrt Bristol.
John.,
Greensl
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C hai[on
100km
60mi
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
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Silver Spring,MD 20910
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Reference 2
TR-55 Urban Hydrology for Small Watersheds, USDA-NRCS,June 1986.

Chapter 2 Estimating Runoff
SCS runoff curve number method Factors considered in determin-
ing runoff curve numbers
The SCS Runoff Curve Number(CN)method is de-
scribed in detail in NEH-4(SCS 1985).The SCS runoff The major factors that determine CN are the hydro-
equation is logic soil group(HSG),cover type,treatment,hydro-
2 logic condition,and antecedent runoff condition
(P Ia) (ARC).Another factor considered is whether impervi-
Q (P Is)+S [eq. 2-1] ous areas outlet directly to the drainage system(con-
nected)or whether the flow spreads over pervious
where areas before entering the drainage system(uncon-
nected).Figure 2-2 is provided to aid in selecting the
Q =runoff(in) appropriate figure or table for determining curve
P =rainfall(m) numbers.
S =potential maximum retention after runoff
begins(in)and CN's in table 2-2(a to d)represent average antecedent
Ia =initial abstraction(in) runoff condition for urban,cultivated agricultural,
other agricultural,and and and semiarid rangeland
Initial abstraction(Ia)is all losses before runoff uses.Table 2-2 assumes impervious areas are directly
begins.It includes water retained in surface depres- connected.The following sections explain how to
sions,water intercepted by vegetation,evaporation,
determine CN's and how to modify them for urban
and infiltration.Ia is highly variable but generally is conditions.
correlated with soil and cover parameters.Through
studies of many small agricultural watersheds,Ia was Hydrologic soil groups
found to be approximated by the following empirical
equation: Infiltration rates of soils vary widely and are affected
Ia =0.2S [eq. 2-2] by subsurface permeability as well as surface intake
rates. Soils are classified into four HSG's(A,B, C,and
By removing Ia as an independent parameter,this D)according to their minimum infiltration rate,which
approximation allows use of a combination of S and P is obtained for bare soil after prolonged wetting.
to produce a unique runoff amount. Substituting Appendix A defines the four groups and provides a list
equation 2-2 into equation 2-1 gives: of most of the soils in the United States and their
group classification.The soils in the area of interest
(P 0.25)2 may be identified from a soil survey report,which can
Q= [eq. 2-3](P+0.85) be obtained from local SCS offices or soil and water
conservation district offices.
S is related to the soil and cover conditions of the
watershed through the CN. CN has a range of 0 to 100, Most urban areas are only partially covered by imper-
and S is related to CN by: vious surfaces:the soil remains an important factor in
runoff estimates.Urbanization has a greater effect on
S_ 1000 10 [eq. 2-4] runoff in watersheds with soils having high infiltration
CN rates(sands and gravels)than in watersheds predomi-
nantly of silts and clays,which generally have low
Figure 2-1 and table 2-1 solve equations 2-3 and 2-4 infiltration rates.
for a range of CN's and rainfall.
Any disturbance of a soil profile can significantly
change its infiltration characteristics.With urbaniza-
tion,native soil profiles may be mixed or removed or
fill material from other areas may be introduced.
Therefore,a method based on soil texture is given in
appendix A for determining the HSG classification for
disturbed soils.
(210-VI-TR-55,Second Ed.,June 1986) 2-1

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Figure 2-1 Solution of runoff equation.
8
7 Curves on this sheet are for the
case la= 0.2S, so that
Q_ (P-0.2S)2
6 P+0.8S Oor
(3) 5
U lool
C
d
4
0
c
U
00,
2 3
2
loo
0.1
0
0 1 2 3 4 5 6 7 8 9 10 11 12
Rainfall (P), inches
Cover type Hydrologic condition
Table 2-2 addresses most cover types,such as vegeta- Hydrologic condition indicates the effects of cover
tion,bare soil,and impervious surfaces.There are a type and treatment on infiltration and runoff and is
number of methods for determining cover type.The generally estimated from density of plant and residue
most common are field reconnaissance,aerial photo- cover on sample areas. Good hydrologic condition
graphs,and land use maps. indicates that the soil usually has a low runoff poten-
tial for that specific hydrologic soil group,cover type,
Treatment and treatment. Some factors to consider in estimating
the effect of cover on infiltration and runoff are(a)
Treatment is a cover type modifier(used only in table canopy or density of lawns,crops,or other vegetative
2-2b)to describe the management of cultivated agri- areas; (b)amount of year-round cover; (c)amount of
cultural lands.It includes mechanical practices,such grass or close-seeded legumes in rotations; (d)percent
as contouring and terracing,and management prac- of residue cover;and(e)degree of surface roughness.
tices,such as crop rotations and reduced or no tillage.
2-2 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-1 Runoff depth for selected CN's and rainfall amounts 1
Runoff depth for curve number of-
Rainfall 40 45 50 55 60 65 70 75 80 85 90 95 98
-----------------------------------------------inches--------------------------------------------
1.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.08 0.17 0.32 0.56 0.79
1.2 .00 .00 .00 .00 .00 .00 .03 .07 .15 .27 .46 .74 .99
1.4 .00 .00 .00 .00 .00 .02 .06 .13 .24 .39 .61 .92 1.18
1.6 .00 .00 .00 .00 .01 .05 .11 .20 .34 .52 .76 1.11 1.38
1.8 .00 .00 .00 .00 .03 .09 .17 .29 .44 .65 .93 1.29 1.58
2.0 .00 .00 .00 .02 .06 .14 .24 .38 .56 .80 1.09 1.48 1.77
2.5 .00 .00 .02 .08 .17 .30 .46 .65 .89 1.18 1.53 1.96 2.27
3.0 .00 .02 .09 .19 .33 .51 .71 .96 1.25 1.59 1.98 2.45 2.77
3.5 .02 .08 .20 .35 .53 .75 1.01 1.30 1.64 2.02 2.45 2.94 3.27
4.0 .06 .18 .33 .53 .76 1.03 1.33 1.67 2.04 2.46 2.92 3.43 3.77
4.5 .14 .30 .50 .74 1.02 1.33 1.67 2.05 2.46 2.91 3.40 3.92 4.26
5.0 .24 .44 .69 .98 1.30 1.65 2.04 2.45 2.89 3.37 3.88 4.42 4.76
6.0 .50 .80 1.14 1.52 1.92 2.35 2.81 3.28 3.78 4.30 4.85 5.41 5.76
7.0 .84 1.24 1.68 2.12 2.60 3.10 3.62 4.15 4.69 5.25 5.82 6.41 6.76
8.0 1.25 1.74 2.25 2.78 3.33 3.89 4.46 5.04 5.63 6.21 6.81 7.40 7.76
9.0 1.71 2.29 2.88 3.49 4.10 4.72 5.33 5.95 6.57 7.18 7.79 8.40 8.76
10.0 2.23 2.89 3.56 4.23 4.90 5.56 6.22 6.88 7.52 8.16 8.78 9.40 9.76
11.0 2.78 3.52 4.26 5.00 5.72 6.43 7.13 7.81 8.48 9.13 9.77 10.39 10.76
12.0 3.38 4.19 5.00 5.79 6.56 7.32 8.05 8.76 9.45 10.11 10.76 11.39 11.76
13.0 4.00 4.89 5.76 6.61 7.42 8.21 8.98 9.71 10.42 11.10 11.76 12.39 12.76
14.0 4.65 5.62 6.55 7.44 8.30 9.12 9.91 10.67 11.39 12.08 12.75 13.39 13.76
15.0 5.33 6.36 7.35 8.29 9.19 10.04 10.85 11.63 12.37 13.07 13.74 14.39 14.76
1 Interpolate the values shown to obtain runoff depths for CN's or rainfall amounts not shown.
(210-VI-TR-55,Second Ed.,June 1986) 2-3

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Figure 2-2 Flow chart for selecting the appropriate figure or table for determining runoff curve numbers.
START
No Unconnected
impervious
area?
Yes
No Impervious Yes
area
<30%?
Table 2-2 Determine Determine
No pervious pervious
assumptions � CN
apply? CN
(table 2-2) (table 2-2)
Yes
Determine Determine Determine
composite composite composite
CN CN CN
(table 2-2) (figure 2-3) (figure 2-4)
END
___j
2-4 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2a Runoff curve numbers for urban areas ii
Curve numbers for
------------------- Cover description --------------------- ------hydrologic soil group-------
Average percent
Cover type and hydrologic condition impervious area v A B C D
Fully developed urban areas(vegetation established)
Open space(lawns,parks,golf courses,cemeteries,etc.)3i:
Poor condition(grass cover<500/6).......................................... 68 79 86 89
Fair condition(grass cover 50%to 750/6) .................................. 49 69 79 84
Good condition(grass cover>759/6)......................................... 39 61 74 80
Impervious areas:
Paved parking lots,roofs,driveways,etc.
(excluding right-of-way)............................................................. 98 98 98 98
Streets and roads:
Paved;curbs and storm sewers(excluding
right-of-way) ................................................................................ 98 98 98 98
Paved;open ditches(including right-of-way).......................... 83 89 92 93
Gravel(including right-of-way)................................................. 76 85 89 91
Dirt(including right-of-way)...................................................... 72 82 87 89
Western desert urban areas:
Natural desert landscaping(pervious areas only)_v..................... 63 77 85 88
Artificial desert landscaping(impervious weed barrier,
desert shrub with 1-to 2-inch sand or gravel mulch
and basin borders)...................................................................... 96 96 96 96
Urban districts:
Commercial and business................................................................. 85 89 92 94 95
Industrial............................................................................................. 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less(town houses).......................................................... 65 77 85 90 92
1/4 acre ................................................................................................ 38 61 75 83 87
1/3 acre ................................................................................................ 30 57 72 81 86
1/2 acre ................................................................................................ 25 54 70 80 85
1 acre ................................................................................................... 20 51 68 79 84
2 acres.................................................................................................. 12 46 65 77 82
Developing urban areas
Newly graded areas
(pervious areas only,no vegetation)5i................................................................ 77 86 91 94
Idle lands(CN's are determined using cover types
similar to those in table 2-2c).
1 Average runoff condition,and Ia=0.2S.
2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are
directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in
good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage
(CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4
based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas.
(210-VI-TR-55,Second Ed.,June 1986) 2-5

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2b Runoff curve numbers for cultivated agricultural lands ii
Curve numbers for
--------------------------------- Cover description ----------------------- -------- hydrologic soil group -------
Hydrologic
Cover type Treatment v condition 3i A B C D
Fallow Bare soil — 77 86 91 94
Crop residue cover(CR) Poor 76 85 90 93
Good 74 83 88 90
Row crops Straight row(SR) Poor 72 81 88 91
Good 67 78 85 89
SR+CR Poor 71 80 87 90
Good 64 75 82 85
Contoured(C) Poor 70 79 84 88
Good 65 75 82 86
C+CR Poor 69 78 83 87
Good 64 74 81 85
Contoured&terraced(C&T) Poor 66 74 80 82
Good 62 71 78 81
C&T+CR Poor 65 73 79 81
Good 61 70 77 80
Small grain SR Poor 65 76 84 88
Good 63 75 83 87
SR+CR Poor 64 75 83 86
Good 60 72 80 84
C Poor 63 74 82 85
Good 61 73 81 84
C+CR Poor 62 73 81 84
Good 60 72 80 83
C&T Poor 61 72 79 82
Good 59 70 78 81
C&T+CR Poor 60 71 78 81
Good 58 69 77 80
Close-seeded SR Poor 66 77 85 89
or broadcast Good 58 72 81 85
legumes or C Poor 64 75 83 85
rotation Good 55 69 78 83
meadow C&T Poor 63 73 80 83
Good 51 67 76 80
1 Average runoff condition,and Ia=0.2S
2 Crop residue cover applies only if residue is on at least 5%of the surface throughout the year.
3 Hydraulic condition is based on combination factors that affect infiltration and runoff,including(a)density and canopy of vegetative areas,
(b)amount of year-round cover,(c)amount of grass or close-seeded legumes,(d)percent of residue cover on the land surface(good 209/6),
and(e)degree of surface roughness.
Poor:Factors impair infiltration and tend to increase runoff.
Good:Factors encourage average and better than average infiltration and tend to decrease runoff.
2-6 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2c Runoff curve numbers for other agricultural lands ii
Curve numbers for
------------------------------- Cover description ------------------------- -------- hydrologic soil group-------
Hydrologic
Cover type condition A B C D
Pasture,grassland,or range—continuous Poor 68 79 86 89
forage for grazing.2i Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass,protected from — 30 58 71 78
grazing and generally mowed for hay.
Brush—brush-weed-grass mixture with brush Poor 48 67 77 83
the major element.3/ Fair 35 56 70 77
Good 30_v 48 65 73
Woods—grass combination(orchard Poor 57 73 82 86
or tree farm).5i Fair 43 65 76 82
Good 32 58 72 79
Woods.61 Poor 45 66 77 83
Fair 36 60 73 79
Good 30_v 55 70 77
Farmsteads—buildings,lanes,driveways, — 59 74 82 86
and surrounding lots.
1 Average runoff condition,and I.=0.25.
2 Poor: <50%)ground cover or heavily grazed with no mulch.
Fair: 50 to 75%ground cover and not heavily grazed.
Good: >75%ground cover and lightly or only occasionally grazed.
3 Poor: <50%ground cover.
Fair: 50 to 75%ground cover.
Good: >75%ground cover.
4 Actual curve number is less than 30;use CN=30 for runoff computations.
5 CN's shown were computed for areas with 501/6 woods and 50%grass(pasture)cover.Other combinations of conditions may be computed
from the CN's for woods and pasture.
6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned,and some forest litter covers the soil.
Good: Woods are protected from grazing,and litter and brush adequately cover the soil.
(210-VI-TR-55,Second Ed.,June 1986) 2-7

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2d Runoff curve numbers for and and semiarid rangelands i/
Curve numbers for
--------- -------- Cover description --------------------------- --------- hydrologic soil group ------
Hydrologic
Cover type condition?/ A 3/ B C D
Herbaceous—mixture of grass,weeds,and Poor 80 87 93
low-growing brush,with brush the Fair 71 81 89
minor element. Good 62 74 85
Oak-aspen—mountain brush mixture of oak brush, Poor 66 74 79
aspen,mountain mahogany,bitter brush,maple, Fair 48 57 63
and other brush. Good 30 41 48
Pinyon-juniper—pinyon,juniper,or both; Poor 75 85 89
grass understory. Fair 58 73 80
Good 41 61 71
Sagebrush with grass understory. Poor 67 80 85
Fair 51 63 70
Good 35 47 55
Desert shrub—major plants include saltbush, Poor 63 77 85 88
greasewood,creosotebush,blackbrush,bursage, Fair 55 72 81 86
palo verde,mesquite,and cactus. Good 49 68 79 84
1 Average runoff condition,and Ia,=0.25.For range in humid regions,use table 2-2c.
2 Poor: <30%ground cover(litter,grass,and brush overstory).
Fair: 30 to 70%ground cover.
Good: >70%ground cover.
3 Curve numbers for group A have been developed only for desert shrub.
2-8 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Antecedent runoff condition of 25 percent.However,if the lot has 20 percent imper-
vious area and a pervious area CN of 61,the composite
The index of runoff potential before a storm event is CN obtained from figure 2-3 is 68.The CN difference
the antecedent runoff condition(ARC).ARC is an between 70 and 68 reflects the difference in percent
attempt to account for the variation in CN at a site impervious area.
from storm to storm. CN for the average ARC at a site
is the median value as taken from sample rainfall and Unconnected impervious areas—Runoff from
runoff data.The CN's in table 2-2 are for the average these areas is spread over a pervious area as sheet
ARC,which is used primarily for design applications. flow.To determine CN when all or part of the impervi-
See NEH-4(SCS 1985)and Rallison and Miller(1981) ous area is not directly connected to the drainage
for more detailed discussion of storm-to-storm varia- system, (1)use figure 2-4 if total impervious area is
tion and a demonstration of upper and lower envelop- less than 30 percent or(2)use figure 2-3 if the total
ing curves. impervious area is equal to or greater than 30 percent,
because the absorptive capacity of the remaining
Urban impervious area modifications pervious areas will not significantly affect runoff.
Several factors,such as the percentage of impervious When impervious area is less than 30 percent,obtain
area and the means of conveying runoff from impervi- the composite CN by entering the right half of figure
ous areas to the drainage system,should be consid- 2-4 with the percentage of total impervious area and
ered in computing CN for urban areas(Rawls et al., the ratio of total unconnected impervious area to total
1981). For example,do the impervious areas connect impervious area.Then move left to the appropriate
directly to the drainage system,or do they outlet onto pervious CN and read down to find the composite CN.
lawns or other pervious areas where infiltration can For example,for a 1/2-acre lot with 20 percent total
occur? impervious area(75 percent of which is unconnected)
and pervious CN of 61,the composite CN from figure
Connected impervious areas—An impervious area 2-4 is 66.If all of the impervious area is connected,the
is considered connected if runoff from it flows directly resulting CN(from figure 2-3)would be 68.
into the drainage system.It is also considered con-
nected if runoff from it occurs as concentrated shal-
low flow that runs over a pervious area and then into
the drainage system.
Urban CN's(table 2-2a)were developed for typical
land use relationships based on specific assumed
percentages of impervious area.These CN vales were
developed on the assumptions that(a)pervious urban
areas are equivalent to pasture in good hydrologic
condition and(b)impervious areas have a CN of 98
and are directly connected to the drainage system.
Some assumed percentages of impervious area are
shown in table 2-2a
If all of the impervious area is directly connected to
the drainage system,but the impervious area percent-
ages or the pervious land use assumptions in table 2-2a
are not applicable,use figure 2-3 to compute a com-
posite CN. For example,table 2-2a gives a CN of 70 for
a 1/2-acre lot in HSG B,with assumed impervious area
(210-VI-TR-55,Second Ed.,June 1986) 2-9

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Figure 2-3 Composite CN with connected impervious area.
100
90
80
z
U
U)
70
0 000
0_
E
0
U 60
de oe
000
50 00
000
40
0 10 20 30 40 50 60 70 80 90 100
Connected impervious area (percent)
Figure 2-4 Composite CN with unconnected impervious areas and total impervious area less than 30%
0.0
_ 0.5
0
---- 0 0
a.0
E
8 0 5 ---- 1.0 -o 0-
.40--- °' E
U '-
000
N
---- p ♦°
0
1 -,;4 O&LL
90 80 70 60 50 40 0 10 20 30
Composite CN Total impervious
area (percent)
2-10 (210-VI-TR-55,Second Ed.,June 1986)

Reference 3
NRCS Soil Figures, Web Soil Survey, December 2024.

3 Hydrologic Soil Group—Mitchell County,North Carolina 3
M o
V M
N N
W W
402700 402900 403100 403300 403500 403700 403900 404100 404300 404500 404700 404900
35'54'25'N 35'54'25'N
8
o D —
o D - o D
8 r.
e f r
t ° s
F oD aD
z o D o D o D
f n M
• D �_� >� o D
o D o D 1 0•�
o D
o lAJ
^8 o D o D 8
J�0
o D 8
3
SCC
s
\ p
`SaB `L. o D
35°53 37'N -' 35'53'37'N
4OZ700 402900 403100 403300 403500 403700 403900 404100 404300 404500 404700 404M
3 3
in o
v Map Scale:1:10,600 if printed on A landscape(11"x 8.5")sheet M
Meters
IN
0 150 300 600 900
Feet
0 500 1000 2D00 3000
Map projection:Web Mercator Comerwordinates:WGS84 Edge tics:UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey 12/6/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Mitchell County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p C The soil surveys that comprise your AOI were mapped at
Area of Interest(A01) 0 C/D 1:12,000.
Soils Please rely on the bar scale on each map sheet for map
Soil Rating Polygons 0 D measurements.
0 A p Not rated or not available Source of Map: Natural Resources Conservation Service
0 A/D Water Features Web Soil Survey URL:
Streams and Canals Coordinate System: Web Mercator(EPSG:3857)
0 B Transportation Maps from the Web Soil Survey are based on the Web Mercator
0 B/D projection,which preserves direction and shape but distorts
Rails distance and area.A projection that preserves area,such as the
0 C #%-0 Interstate Highways Albers equal-area conic projection,should be used if more
accurate calculations of distance or area are required.
C/D US Routes
0
This product is generated from the USDA-NRCS certified data as p Major Roads of the version date(s)listed below.
Not rated or not available Local Roads
Soil Survey Area: Mitchell County, North Carolina
Soil Rating Lines Background Survey Area Data: Version 19,Sep 9,2024
" x A ® Aerial Photography Soil map units are labeled(as space allows)for map scales
" r A/D 1:50,000 or larger.
B Date(s)aerial images were photographed: Apr 1,2022—May 9,
B/D 2022
The orthophoto or other base map on which the soil lines were
" x C compiled and digitized probably differs from the background
" C/D imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
" r D
" r Not rated or not available
Soil Rating Points
0 A
0 A/D
B
B/D
UU� Natural Resources Web Soil Survey 12/6/2024
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group-Mitchell County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AcF Ashe-Cleveland-Rock B 0.9 0.1%
outcrop complex,30
to 95 percent slopes,
very bouldery
BdA Bandana sandy loam,0 A/D 13.4 2.3%
to 3 percent slopes,
occasionally flooded
BmA Biltmore sand,0 to 3 A 3.7 0.7%
percent slopes,
frequently flooded
CaE Cashiers sandy loam, A 0.6 0.1%
30 to 50 percent
slopes,stony
CeE Chandler-Micaville A 19.3 3.3%
complex,30 to 50
percent slopes,stony
CeF Chandler-Micaville A 0.8 0.1%
complex,50 to 95
percent slopes,stony
EcD Evard-Cowee complex, B 4.5 0.8%
central mountain, 15
to 30 percent slopes,
stony
HnD Huntdale silty clay loam, B 2.4 0.4%
15 to 30 percent
slopes,stony
RoA Rosman fine sandy A 1.0 0.2%
loam,0 to 3 percent
slopes,occasionally
flooded
SaB Saunook silt loam,2 to 8 B 20.0 3.5%
percent slopes
ScC Saunook silt loam,8 to B 31.8 5.5%
15 percent slopes,
stony
SdD Saunook-Thunder B 48.5 8.4%
complex, 15 to 30
percent slopes,stony
Ud Udorthents,loamy C 83.5 14.5%
Un Udorthents,loamy, A 5.4 0.9%
stony
Ur Urban land 7.0 1.2%
W Water 9.2 1.6%
WgC Watauga sandy loam,8 B 149.9 26.0%
to 15 percent slopes,
stony
USDA Natural Resources Web Soil Survey 12/6/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Mitchell County,North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
WgD Watauga sandy loam, B 158.9 27.5%
15 to 30 percent
slopes,stony
WgE Watauga sandy loam, B 16.0 2.8%
30 to 50 percent
slopes,stony
Totals for Area of Interest 576.9 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff:None Specified
Tie-break Rule: Higher
usDA Natural Resources Web Soil Survey 12/6/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

Reference 4
Compiled HydroCAD Report, S&ME Inc., December 2024.

11S
CH-dRA1 1LLS 2LLS 3L$ 4L$ 5L$ 6L$ �L$ 8LS 9LS 10LS
R1A DI-r1t-01 DI-�-02 DI-�A3 Dktl Dktl Dk t l DI-F l DI-111 DI-111 DI-110
NCrT A A A A Ri
1� NCrT NCrT NCrT NCrT NCrT NCrT NCrT NCrT NCrT NCrT
SLOPE DRAIn� � 1llP 1 2P1 3P1 SP1 6P1 A,-,, 8P1 o 1
10
36I RCP 301N RCP 301N RCP 301N RCP 301N RCP 26 IN RCP 26 IN RCP 241N RCP 181N RCP 181N RCP
14
361ry RCP 12$ 15$
bllll /DI-R1 /CH$
8R pI-- 14S
AREA INLET CH-C4 C4
SubCat Reach on Link Routing Diagram for 213314_FRESHWATER BENCH
Prepared by S&ME, Inc., Printed 12/17/2024
HydroCAD®®10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC

213314_FRESHWATER BENCH
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
4.207 86 Fallow, bare soil, HSG B (1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 12S)
75.985 60 Woods, Fair, HSG B (11S, 14S, 15S)
80.192 61 TOTAL AREA

213314_FRESHWATER BENCH
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
80.192 HSG B 1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11 S, 12S, 14S, 15S
0.000 HSG C
0.000 HSG D
0.000 Other
80.192 TOTAL AREA

213314_FRESHWATER BENCH
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 4.207 0.000 0.000 0.000 4.207 Fallow, bare soil 1 S, 2S, 3S, 4S,
5S, 6S, 7S, 8S,
9S, 10S, 12S
0.000 75.985 0.000 0.000 0.000 75.985 Woods, Fair 11S, 14S, 15S
0.000 80.192 0.000 0.000 0.000 80.192 TOTAL AREA

213314_FRESHWATER BENCH
Prepared by S&ME, Inc. Printed 12/17/2024
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Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 1 P 2,534.00 2,533.00 129.0 0.0078 0.011 36.0 0.0 0.0
2 2P 2,536.00 2,535.00 100.0 0.0100 0.011 30.0 0.0 0.0
3 3P 2,538.00 2,537.00 100.0 0.0100 0.011 30.0 0.0 0.0
4 4P 2,540.00 2,539.00 100.0 0.0100 0.011 30.0 0.0 0.0
5 5P 2,542.00 2,541.00 100.0 0.0100 0.011 30.0 0.0 1.0
6 6P 2,544.00 2,543.00 100.0 0.0100 0.011 24.0 0.0 0.0
7 7P 2,545.00 2,544.50 100.0 0.0050 0.011 24.0 0.0 0.0
8 8P 2,545.50 2,545.00 100.0 0.0050 0.011 24.0 0.0 0.0
9 9P 2,546.00 2,545.50 100.0 0.0050 0.011 18.0 0.0 0.0
10 10P 2,546.50 2,546.00 100.0 0.0050 0.011 18.0 0.0 0.0
11 lip 2,600.00 2,541.50 81.2 0.7204 0.011 24.0 0.0 0.0
12 14P 2,532.00 2,531.00 72.0 0.0139 0.011 36.0 0.0 0.0
13 15P 2,531.00 2,530.00 72.0 0.0139 0.012 36.0 0.0 0.0

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 6
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 1S: DI-FR-01 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 2S: DI-FR-02 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 3S: DI-FR-03 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 4S: DI-FR-04 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 5S: DI-FR-05 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 6S: DI-FR-06 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 7S: DI-FR-07 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 8S: DI-FR-08 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 9S: DI-FR-09 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 10S: DI-FR-10 Runoff Area=17,207 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=3.52 cfs 0.170 of
Subcatchment 11S: CH-FR-01 Runoff Area=21,820 sf 0.00% Impervious Runoff Depth>2.45"
Flow Length=1,035' Tc=14.3 min CN=60 Runoff=1.75 cfs 0.102 of
Subcatchment 12S: DI-R1 Runoff Area=11,196 sf 0.00% Impervious Runoff Depth>5.16"
Tc=6.0 min CN=86 Runoff=2.29 cfs 0.110 of
Subcatchment US: C-4 Runoff Area=580,490 sf 0.00% Impervious Runoff Depth>2.44"
Flow Length=1,466' Tc=19.8 min CN=60 Runoff=38.96 cfs 2.712 of
Subcatchment 15S: CH-6 Runoff Area=2,707,578 sf 0.00% Impervious Runoff Depth>2.41"
Flow Length=3,403' Tc=48.5 min CN=60 Runoff=99.47 cfs 12.485 of
Reach 8R: CH-C-4 Avg. Flow Depth=1.53' Max Vet=10.42 fps Inflow=112.19 cfs 15.197 of
n=0.035 L=346.0' S=0.0607 '/' Capacity=192.75 cfs Outflow=112.13 cfs 15.186 of
Pond 1P: 36 IN RCP Peak Elev=2,536.67' Inflow=36.29 cfs 1.800 of
36.0" Round Culvert n=0.011 L=129.0' S=0.0078 '/' Outflow=36.29 cfs 1.800 of

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Paces
Pond 2P: 30 IN RCP Peak EIev=2,539.04' Inflow=31.64 cfs 1.528 of
30.0" Round Culvert n=0.011 L=100.0' S=0.0100 '/' Outflow=31.64 cfs 1.528 of
Pond 3P: 30 IN RCP Peak EIev=2,540.66' Inflow=28.12 cfs 1.358 of
30.0" Round Culvert n=0.011 L=100.0' S=0.0100 '/' Outflow=28.12 cfs 1.358 of
Pond 4P: 30 IN RCP Peak EIev=2,542.31' Inflow=24.61 cfs 1.188 of
30.0" Round Culvert n=0.011 L=100.0' S=0.0100 '/' Outflow=24.61 cfs 1.188 of
Pond 5P: 30 IN RCP Peak EIev=2,544.22' Inflow=21.09 cfs 1.019 of
30.0" Round Culvert w/ 1.0" inside fill n=0.011 L=100.0' S=0.0100 '/' Outflow=21.09 cfs 1.019 of
Pond 6P: 24 IN RCP Peak EIev=2,546.35' Inflow=17.58 cfs 0.849 of
24.0" Round Culvert n=0.011 L=100.0' S=0.0100 '/' Outflow=17.58 cfs 0.849 of
Pond 7P: 24 IN RCP Peak EIev=2,547.15' Inflow=14.06 cfs 0.679 of
24.0" Round Culvert n=0.011 L=100.0' S=0.0050 '/' Outflow=14.06 cfs 0.679 of
Pond 8P: 24 IN RCP Peak EIev=2,547.53' Inflow=10.55 cfs 0.509 of
24.0" Round Culvert n=0.011 L=100.0' S=0.0050 '/' Outflow=10.55 cfs 0.509 of
Pond 9P: 18 IN RCP Peak EIev=2,547.97' Inflow=7.03 cfs 0.340 of
18.0" Round Culvert n=0.011 L=100.0' S=0.0050 '/' Outflow=7.03 cfs 0.340 of
Pond 10P: 18 IN RCP Peak EIev=2,548.06' Inflow=3.52 cfs 0.170 of
18.0" Round Culvert n=0.011 L=100.0' S=0.0050 '/' Outflow=3.52 cfs 0.170 of
Pond 11P: SLOPE DRAIN Peak EIev=2,600.55' Inflow=1.75 cfs 0.102 of
24.0" Round Culvert n=0.011 L=81.2' S=0.7204 '/' Outflow=1.75 cfs 0.102 of
Pond UP: 36 IN RCP Peak EIev=2,535.40' Inflow=36.29 cfs 1.800 of
36.0" Round Culvert n=0.011 L=72.0' S=0.0139 '/' Outflow=36.29 cfs 1.800 of
Pond 15P: AREA INLET Peak EIev=2,535.40' Inflow=115.84 cfs 17.097 of
Outflow=115.84 cfs 17.097 of
Pond FR1: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of
Pond FR10: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of
Pond FIRM NCDOT Peak EIev=2,604.16' Inflow=1.75 cfs 0.102 of
Outflow=1.75 cfs 0.102 of
Pond FR2: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of
Pond FR3: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Paces
Pond FR4: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of
Pond FR5: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of
Pond FR6: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of
Pond FR7: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of
Pond FR8: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of
Pond FR9: NCDOT Peak EIev=2,550.26' Inflow=3.52 cfs 0.170 of
Outflow=3.52 cfs 0.170 of
Total Runoff Area= 80.192 ac Runoff Volume= 17.107 of Average Runoff Depth =2.56"
100.00% Pervious = 80.192 ac 0.00% Impervious = 0.000 ac

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1 S: DI-FR-01
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1 S: DI-FR-01
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: DI-FR-02
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 2S: DI-FR-02
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 3S: DI-FR-03
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: DI-FR-03
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 4S: DI-FR-04
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: DI-FR-04
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 5S: DI-FR-05
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 5S: DI-FR-05
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 6S: DI-FR-06
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 6S: DI-FR-06
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 7S: DI-FR-07
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 7S: DI-FR-07
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 8S: DI-FR-08
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 8S: DI-FR-08
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 9S: DI-FR-09
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 9S: DI-FR-09
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 10S: DI-FR-10
Runoff = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
17,207 86 Fallow, bare soil, HSG B
17,207 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 10S: DI-FR-10
Hydrograph
I I ❑Runoff
3.52 cfs
Type II 24-hr
3 25-YEAR Rainfall=7.14"
Runoff Area=17,207 sf
Runoff Volume=0.170 of
2 Runoff Depth>5.16"
LL
Tc=6.0 m i n
CN=86
1 I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314 FRESHWATER BENCH Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 11S: CH-FR-01
Runoff = 1.75 cfs @ 12.07 hrs, Volume= 0.102 af, Depth> 2.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
21,820 60 Woods, Fair, HSG B
21,820 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 100 0.1351 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
5.1 614 0.1580 1.99 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 321 0.1739 30.03 360.38 Channel Flow,
Area= 12.0 sf Perim= 10.9' r= 1.10'
n= 0.022 Earth, clean & straight
14.3 1,035 Total
Subcatchment 11S: CH-FR-01
Hydrograph
I i i ❑Runoff
17s cfs
Type 11 24-h r
25-YEAR ktainfall77.14"
Rundff Areay21,820 sf
Runoff iVoliume=0.i102 of
1 - - - - 1Ru,noff Be;pth�'t.
U. Flow Lenoth=1 ,035'
Tc;=14.3 min
ON=60
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 12S: DI-R1
Runoff = 2.29 cfs @ 11.96 hrs, Volume= 0.110 af, Depth> 5.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
11,196 86 Fallow, bare soil, HSG B
11,196 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 12S: DI-R1
Hydrograph
I I ❑Runoff
2.29 cfs
Type II 24-hr
2 25-YEAR Rainfall=7.14"
Runoff Area=1 M 96 sf
Runoff Volume=0.110 of
Runoff Depth>5.16"
LL
Tc=6.0 min
CN=86
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314 FRESHWATER BENCH Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 14S: C-4
Runoff = 38.96 cfs @ 12.14 hrs, Volume= 2.712 af, Depth> 2.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
580,490 60 Woods, Fair, HSG B
580,490 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 100 0.2581 0.24 Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 3.93"
12.8 1,366 0.1266 1.78 Shallow Concentrated Flow, Shallow Concentrated/ Rill Flow
Woodland Kv= 5.0 fps
19.8 1,466 Total
Subcatchment 14S: C-4
Hydrograph
42 - - - - - - - - - I - -I - - I- - I - - ■Runoff
40 - 1 - - _ _ I- _ 38.96 cfs _ _ _ _ L _ -i _ _I _ _ I-'-w 1'�-N-
38 - T - -1 - - 1- - - - J - -1- - L - -LTypeA1-24�IN -
36 - - -1 - - I- - T - - - - + ��
34 - + - -I - - I- - + - + - - - 25rYE R0aixjfal1r71F4 -
32 — t — —1 — I — t -1 — -t fthof Ar�WMOA%O
Sf30 - T — 1 I — T -1 T — I— I ITT
2 T Rurt-off me--2 i�6 1 y
.220 — 1 — -1 — — I— — L — J — — I— I -1—Fl6wLe Ir-01-46W -
18 — T — —1 — — I— — -k — — — - I- — _1_
— — _4 — T— — I— — T — —
16 + — 1 I 1 -4 I 4 -TC=1-9i$-1M i n
14 — t — —1 — I— — —1— � -t — —I — AA'' rt —
12 — T — —1 — — I— — I — — r rt — —1 — — hF AO -
10 — — — -1 — — I— — I — — — — — -1 — — I— — T — —
8 — — — — — — — — — — —
6 — — 1 — — — — — — — '— — — —
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314 FRESHWATER BENCH Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 15S: CH-6
Runoff = 99.47 cfs @ 12.50 hrs, Volume= 12.485 af, Depth> 2.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YEAR Rainfall=7.14"
Area (sf) CN Description
2,707,578 60 Woods, Fair, HSG B
2,707,578 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.1 100 0.0374 0.11 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.93"
33.4 3,303 0.1084 1.65 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
48.5 3,403 Total
Subcatchment 15S: CH-6
Hydrograph
110 - t + - I- - 1 - fi - - - - I- ■Runoff
105 T 1 1 T- 1 99.47 cfs T 1 1 T T 1 1
100 TYP I1 24ohr• I I I I I I 1 1
95 7J - —
85 L A — I— /�-I C� L — 1 1 L -L 1
80 Ru noff-Area=�,rV7 ,J78-s - - -1 - -1- - I-- - �
75 4 -I - - I- � -
ff a/O I - - - -1 - -I- - - 4 - -1 - - I- -
70 RUnO11-UMe=1iA85 a
65
60 RlnDf �Eipth 2.��1 - -11 - -11— - - - - -11 - - I- -
LL 5o fi Flow- enh= G3 -1 1 ! ! 1
45 I E _ I _
"
40 �rm— � — - — I — —I— — � — — —I — — I— —
35 CW=6fl— — 1— — — 4 - —1 — —I— — — 4 — —1 — — I— —
30 —
25 — T — -1 —1— — r - 7 — -1 — —
20 — — — — — — — —
15 —
10 -
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314 FRESHWATER BENCH Type 11 24-hr 25-YEAR Rainfall=7.14"
Prepared by SWE, Inc. Printed 12/17/2024
HydroCAD® 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 23
Summary for Reach 8R: CH-C-4
Inflow Area = 75.484 ac, 0.00% Impervious, Inflow Depth > 2.42" for 25-YEAR event
Inflow = 112.19 cfs @ 12.45 hrs, Volume= 15.197 of
Outflow = 112.13 cfs @ 12.46 hrs, Volume= 15.186 af, Atten= 0%, Lag= 0.4 min
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 10.42 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 5.22 fps, Avg. Travel Time= 1.1 min
Peak Storage= 3,724 cf @ 12.46 hrs
Average Depth at Peak Storage= 1.53'
Bank-Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 192.75 cfs
4.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds
Side Slope Z-value= 2.0 '/' Top Width= 12.00'
Length= 346.0' Slope= 0.0607 '/'
Inlet Invert= 2,560.00', Outlet Invert= 2,539.00'
Reach 8R: CH-C-4
Hydrograph
— T _t —1 — - 1— — r- - fi — -1 — -1 — - I — r — fi — rt — -1 1
❑ Inflow
125 i — — — — — — — — — — — — — — — — — — — — — — — — — — ❑Outflow
120 i — T — -4 - -1 — — I— — __ — 11__ —1 — I— __ � — _ — -1p—�—I
115 — T — rt — —1 — - I- — r- 11213.f. —1 Inflow Area-7J.484-ac
110 05 _ _ — —I — — I— — I— _I_ E _ I �} * I ,� y
95 — — — —11 — —Y�Ct� 0. 2 f�90
85 i — — — — — — — — — — — — — — — — — — — — — — — — — — — —
80 — + — 4 — —1 — — I— — __ — - I — —I— — _ — T — -I n=la.635
75 i — T — -T - -1 — — I— — r- - 1 — -1— — r- — T - 7 — -1 — —I— —
70 - - - - - - - - - - - - - - - L-#34&Dr
65 i — 1 — I — —1 — _ I_ — I— _ -1— — — —
3 60 i + - 4 - -1 — — I— — � - — — � — � _� —
LL 55 i — T — 7 — —1 — - I- — r -I- — F — T ��� �1 1
50
45 i — 1 — I — —1 — — I— — Oap*dt�="2.15 j;fS-
30 - — — —1 — 1— — - — — — —
25 / — —
20 i
15 -
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 24
Summary for Pond 1 P: 36 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 4.451 ac, 0.00% Impervious, Inflow Depth > 4.85" for 25-YEAR event
Inflow = 36.29 cfs @ 11.97 hrs, Volume= 1.800 of
Outflow = 36.29 cfs @ 11.97 hrs, Volume= 1.800 af, Atten= 0%, Lag= 0.0 min
Primary = 36.29 cfs @ 11.97 hrs, Volume= 1.800 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,536.67' @ 11.97 hrs
Flood Elev= 2,545.00'
Device Routing Invert Outlet Devices
#1 Primary 2,534.00' 36.0" Round Culvert
L= 129.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,534.00' /2,533.00' S= 0.0078 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
Primary OutFlow Max=35.26 cfs @ 11.97 hrs HW=2,536.61' TW=2,534.64' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 35.26 cfs @ 7.20 fps)
Pond 1 P: 36 IN RCP
Hydrograph
— ❑ Inflow
40 i 3629 cfs ❑Primary
3 - 3629°`5
366 Inflow Area=4.451 ac
i
— 7
32 - - Peak Elev=2,536.67'
28 - - 36.0'L
. 24 - L _ 11 mound Culvert
� 22 , - - L -1 n=0.011
320 - + - - - - - -4 -
u- 18 + L=129.0'
16 i — t —1— — t — t — 1 —
14 i _
12 , - —1— - t - t - -S=0.0078 '/'
1 — -
10 i — i + T
8 i —
6 i
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 25
Summary for Pond 2P: 30 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 3.555 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 31.64 cfs @ 11.96 hrs, Volume= 1.528 of
Outflow = 31.64 cfs @ 11.96 hrs, Volume= 1.528 af, Atten= 0%, Lag= 0.0 min
Primary = 31.64 cfs @ 11.96 hrs, Volume= 1.528 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,539.04' @ 11.96 hrs
Flood Elev= 2,545.50'
Device Routing Invert Outlet Devices
#1 Primary 2,536.00' 30.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,536.00' /2,535.00' S= 0.0100 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
Primary OutFlow Max=30.78 cfs @ 11.96 hrs HW=2,538.95' TW=2,536.62' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 30.78 cfs @ 6.27 fps)
Pond 2P: 30 IN RCP
Hydrograph
❑ Inflow
34 s sa is ❑Primary
3,6a°`5 32 Inflow Area=3.555 ac
28 Peak Elev=2,539.04'
26 24 "30.0
22 r Round Culvert
w20 18 I � —
- - - - n=0.011
3 — I— — — — -4 —
LL 16 — - - - - - L=100.0'
14 —I— — L - 1 -1
12 —
—I- - L — L — 5=0.01001/'
10
8
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 26
Summary for Pond 3P: 30 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 3.160 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 28.12 cfs @ 11.96 hrs, Volume= 1.358 of
Outflow = 28.12 cfs @ 11.96 hrs, Volume= 1.358 af, Atten= 0%, Lag= 0.0 min
Primary = 28.12 cfs @ 11.96 hrs, Volume= 1.358 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,540.66' @ 11.96 hrs
Flood Elev= 2,546.00'
Device Routing Invert Outlet Devices
#1 Primary 2,538.00' 30.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,538.00' /2,537.00' S= 0.0100 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
Primary OutFlow Max=27.34 cfs @ 11.96 hrs HW=2,540.59' TW=2,538.95' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 27.34 cfs @ 5.57 fps)
Pond 3P: 30 IN RCP
Hydrograph
❑ Inflow
30 281 °ts El Primary
28,2°`5
28 Inflow Area=3.160 ac
26 Peak IElev=2,5 0.66'
24
22 30.b„
w 18 Rau loved
16
L - -L - J - -In=0.0ft
3 I I I I I a 14 1 — —�=1-00 I0V
12 1 1
8 — — — t
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 27
Summary for Pond 4P: 30 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 2.765 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 24.61 cfs @ 11.96 hrs, Volume= 1.188 of
Outflow = 24.61 cfs @ 11.96 hrs, Volume= 1.188 af, Atten= 0%, Lag= 0.0 min
Primary = 24.61 cfs @ 11.96 hrs, Volume= 1.188 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,542.31' @ 11.96 hrs
Flood Elev= 2,546.50'
Device Routing Invert Outlet Devices
#1 Primary 2,540.00' 30.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,540.00' /2,539.00' S= 0.0100 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.91 sf
Primary OutFlow Max=23.95 cfs @ 11.96 hrs HW=2,542.26' TW=2,540.59' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 23.95 cfs @ 5.12 fps)
Pond 4P: 30 IN RCP
Hydrograph
r — ❑ Inflow
24.61 ifs I❑Primary
26 2461cfs Inflow Area=2.765 ac
24
22 Peak Elev=2,542.31 '
20 30.0"
18
w 16 Round Culvert
3 14 n=0.011
0
LL 12 L=100.0'
10
8 - S=0.0100 T
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 28
Summary for Pond 5P: 30 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 2.370 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 21.09 cfs @ 11.96 hrs, Volume= 1.019 of
Outflow = 21.09 cfs @ 11.96 hrs, Volume= 1.019 af, Atten= 0%, Lag= 0.0 min
Primary = 21.09 cfs @ 11.96 hrs, Volume= 1.019 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,544.22' @ 11.96 hrs
Flood Elev= 2,547.00'
Device Routing Invert Outlet Devices
#1 Primary 2,542.08' 30.0" Round Culvert w/ 1.0" inside fill
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,542.00' /2,541.00' S= 0.0100 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 4.86 sf
Primary OutFlow Max=20.50 cfs @ 11.96 hrs HW=2,544.18' TW=2,542.26' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 20.50 cfs @ 4.56 fps)
Pond 5P: 30 IN RCP
Hydrograph
+ - I- - I- - - - - - - - - + - -4 - - ❑ Inflow
23 - 1- - I- - 7 21.09 ifs - - - I 1 ❑Primary
22 - - - - -I I 2109d( 1 Inflow AYea=2-370 ac
21 - - - - - - - - - - - - -
20 1- - 1- - L - -I- b 1 w Z
18 - * - -1 - -1- - 1- - T- - -1- - r- -r - I - - 30.pn
17 - - - - -- - - I- - - -I- - - - -
Round Culvert
14 - + + 1 I + - + + - - - - - - -
� 12 - - - - - -1- - 1- - - _1- - -w/ 1 .0" inside fill
LL10 n=0.011
9 1- - - t -i -
8 L-100.0'
- I , 1I 1 ,
6 1 - - - - - I - I - - - - 1- - I - S=0.0100 '/'
5 - + + II + - I + + - -
4 -
3 - - - - - - - - - - -
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 29
Summary for Pond 6P: 24 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 1.975 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 17.58 cfs @ 11.96 hrs, Volume= 0.849 of
Outflow = 17.58 cfs @ 11.96 hrs, Volume= 0.849 af, Atten= 0%, Lag= 0.0 min
Primary = 17.58 cfs @ 11.96 hrs, Volume= 0.849 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,546.35' @ 11.96 hrs
Flood Elev= 2,547.50'
Device Routing Invert Outlet Devices
#1 Primary 2,544.00' 24.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,544.00' /2,543.00' S= 0.0100 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
Primary OutFlow Max=17.10 cfs @ 11.96 hrs HW=2,546.28' TW=2,544.18' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 17.10 cfs @ 5.44 fps)
Pond 6P: 24 IN RCP
Hydrograph
❑ Inflow
19 n.ea ots ❑Primary
18 158cfs Inflow Area=1 .975 ac
17
16
Peak Elev=2,546.35'
15
14 - 24.0"
13 -
12 _ Round Culvert
11 -I- - - t - 1 -
10 - n=0.011
c 0
LL - - - - L=100.0'
7 -1- - 7 - T - -1 - -
5
4
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 30
Summary for Pond 7P: 24 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 1.580 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 14.06 cfs @ 11.96 hrs, Volume= 0.679 of
Outflow = 14.06 cfs @ 11.96 hrs, Volume= 0.679 af, Atten= 0%, Lag= 0.0 min
Primary = 14.06 cfs @ 11.96 hrs, Volume= 0.679 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,547.15' @ 11.98 hrs
Flood Elev= 2,548.00'
Device Routing Invert Outlet Devices
#1 Primary 2,545.00' 24.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,545.00' /2,544.50' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
Primary OutFlow Max=12.40 cfs @ 11.96 hrs HW=2,547.05' TW=2,546.28' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 12.40 cfs @ 4.78 fps)
Pond 7P: 24 IN RCP
Hydrograph
❑ Inflow
15 a° is El Primary
a°6°f5
14 Inflow Area=1 .580 ac
13 Peak IElev=2,5 7.1-5'
12
11 24.b"
L - -L - J -
-In= .or
3 8 I I I I I—�=1-00 n
6
5 — - -S=0.9030-'/
4 — — — t
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 31
Summary for Pond 8P: 24 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 1.185 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 10.55 cfs @ 11.96 hrs, Volume= 0.509 of
Outflow = 10.55 cfs @ 11.96 hrs, Volume= 0.509 af, Atten= 0%, Lag= 0.0 min
Primary = 10.55 cfs @ 11.96 hrs, Volume= 0.509 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,547.53' @ 12.00 hrs
Flood Elev= 2,548.50'
Device Routing Invert Outlet Devices
#1 Primary 2,545.50' 24.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,545.50' /2,545.00' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
Primary OutFlow Max=7.92 cfs @ 11.96 hrs HW=2,547.42' TW=2,547.05' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 7.92 cfs @ 3.27 fps)
Pond 8P: 24 IN RCP
Hydrograph
❑ Inflow
10.55 cfs El Primary
11 1055cfs Inflow Area=1 .185 ac
10 Peak Elev=2,547.53'
9
8 24.0"
7 Round Culvert
w
3 6 n=0.011
0
LL 5 L=100.0'
4 S=0.0050 T
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 32
Summary for Pond 9P: 18 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.790 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 7.03 cfs @ 11.96 hrs, Volume= 0.340 of
Outflow = 7.03 cfs @ 11.96 hrs, Volume= 0.340 af, Atten= 0%, Lag= 0.0 min
Primary = 7.03 cfs @ 11.96 hrs, Volume= 0.340 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,547.97' @ 12.00 hrs
Flood Elev= 2,549.00'
Device Routing Invert Outlet Devices
#1 Primary 2,546.00' 18.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,546.00' /2,545.50' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
Primary OutFlow Max=5.35 cfs @ 11.96 hrs HW=2,547.82' TW=2,547.42' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 5.35 cfs @ 3.17 fps)
Pond 9P: 18 IN RCP
Hydrograph
❑ Inflow
7.03 dt ❑Primary
7.03 cfs 7 Inflow Area=0.790 ac
Peak Elev=2,547.97'
6
18.0"
5 Round Culvert
N
3 4 n=0.011
0
LL 3 L=100.0'
S=0.0050 T
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 33
Summary for Pond 10P: 18 IN RCP
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,548.06' @ 12.04 hrs
Flood Elev= 2,549.50'
Device Routing Invert Outlet Devices
#1 Primary 2,546.50' 18.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,546.50' /2,546.00' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
Primary OutFlow Max=0.67 cfs @ 11.96 hrs HW=2,547.83' TW=2,547.82' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 0.67 cfs @ 0.53 fps)
Pond 10P: 18 IN RCP
Hydrograph
❑ Inflow
3s2 dt ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,548.06'
3
18.0"
Round Culvert
N
3 2 n=0.011
0
LL L=100.0'
S=0.0050
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 34
Summary for Pond 11 P: SLOPE DRAIN
[581 Hint: Peaked 51.05' above defined flood level
Inflow Area = 0.501 ac, 0.00% Impervious, Inflow Depth > 2.45" for 25-YEAR event
Inflow = 1.75 cfs @ 12.07 hrs, Volume= 0.102 of
Outflow = 1.75 cfs @ 12.07 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min
Primary = 1.75 cfs @ 12.07 hrs, Volume= 0.102 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,600.55' @ 12.07 hrs
Flood Elev= 2,549.50'
Device Routing Invert Outlet Devices
#1 Primary 2,600.00' 24.0" Round Culvert
L= 81.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,600.00' /2,541.50' S= 0.7204 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
Primary OutFlow Max=1.71 cfs @ 12.07 hrs HW=2,600.54' TW=2,535.78' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 1.71 cfs @ 2.50 fps)
Pond 11 P: SLOPE DRAIN
Hydrograph
❑ Inflow
1.75 cfs ❑Primary
15ofs Inflow Area=0.501 ac
Peak Elev=2,600.55'
24.0"
Round Culvert
N
3 1 n=0.011
LL L=81 .2'
S=0.7204 '/'
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type // 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 35
Summary for Pond 14P: 36 IN RCP
[82] Warning: Early inflow requires earlier time span
[80] Warning: Exceeded Pond 1 P by 0.02' @ 12.45 hrs (1.48 cfs 0.009 af)
Inflow Area = 4.451 ac, 0.00% Impervious, Inflow Depth > 4.85" for 25-YEAR event
Inflow = 36.29 cfs @ 11.97 hrs, Volume= 1.800 of
Outflow = 36.29 cfs @ 11.97 hrs, Volume= 1.800 af, Atten= 0%, Lag= 0.0 min
Primary = 36.29 cfs @ 11.97 hrs, Volume= 1.800 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,535.40' @ 12.50 hrs
Flood Elev= 2,545.00'
Device Routing Invert Outlet Devices
#1 Primary 2,532.00' 36.0" Round Culvert
L= 72.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,532.00' /2,531.00' S= 0.0139 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
Primary OutFlow Max=30.96 cfs @ 11.97 hrs HW=2,534.64' TW=2,533.54' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 30.96 cfs @ 6.26 fps)
Pond 14P: 36 IN RCP
Hydrograph
T — — — — — — — — ❑ Inflow
40 36s ds 2 ❑Primary
3
366 362s°fs Inflow Area=4.451 ac
_ _
T T T
32 Peak Elev=2,535.40'
30
28
24 -I- = L Round Culvert
22 320 —1— — - - � _ - n=0.011
16 —I— — — t — —i — —
14 — — - - r - t - -S=0.0139 '/'
12
10
8 T
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 36
Summary for Pond 15P: AREA INLET
[80] Warning: Exceeded Pond 14P by 0.22' @ 12.20 hrs (13.10 cfs 0.359 af)
Inflow Area = 80.192 ac, 0.00% Impervious, Inflow Depth > 2.56" for 25-YEAR event
Inflow = 115.84 cfs @ 12.45 hrs, Volume= 17.097 of
Outflow = 115.84 cfs @ 12.45 hrs, Volume= 17.097 af, Atten= 0%, Lag= 0.0 min
Primary = 115.84 cfs @ 12.45 hrs, Volume= 17.097 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,535.40' @ 12.45 hrs
Flood Elev= 2,540.00'
Device Routing Invert Outlet Devices
#1 Primary 2,538.00' 26.0"x 100.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#2 Primary 2,531.00' 36.0" Round RCP—Round 36"X 2.00
L= 72.0' Box, headwall w/3 square edges, Ke= 0.500
Inlet/ Outlet Invert= 2,531.00' /2,530.00' S= 0.0139 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
Primary OutFlow Max=115.80 cfs @ 12.45 hrs HW=2,535.39' (Free Discharge)
L1=Orifice/Grate ( Controls 0.00 cfs)
2=RCP—Round
36" (Inlet Controls 115.80 cfs @ 8.19 fps)
Pond 15P: AREA INLET
Hydrograph
❑ Inflow
ssa its ❑Primary
120 „s.84°fs 1Inflow Area=80.1192 ac
110 -11 - Oeak Elev=2,5�5.40'
100
90 1 — —1— — — — — — fi 1 1
80 — — — — — — — — — —
N
U 70 — t — rt — 1
0 60 — L — � — _I _ L _ 1 _ _I _ _I_ _
LL
50
40 — — - - -1 — - 1 - -1 - -1— —
� I I I I I I
30 — — — — — — — —
20 —I —
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 37
Summary for Pond FR1: NCDOT
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.50'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,536.62' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FR1: NCDOT
Hydrograph
❑ Inflow
3 52°fs ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
3 2 I I
0
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 38
Summary for Pond FR10: NCDOT
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.50'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,547.83' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FR10: NCDOT
Hydrograph
❑ Inflow
3 52°fs ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
3 2 I I
0
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 39
Summary for Pond FR1A: NCDOT
Inflow Area = 0.501 ac, 0.00% Impervious, Inflow Depth > 2.45" for 25-YEAR event
Inflow = 1.75 cfs @ 12.07 hrs, Volume= 0.102 of
Outflow = 1.75 cfs @ 12.07 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min
Primary = 1.75 cfs @ 12.07 hrs, Volume= 0.102 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,604.16' @ 12.07 hrs
Flood Elev= 2,604.50'
Device Routing Invert Outlet Devices
#1 Primary 2,604.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=1.71 cfs @ 12.07 hrs HW=2,604.16' TW=2,600.54' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 1.71 cfs @ 1.31 fps)
Pond FIRM NCDOT
Hydrograph
❑ Inflow
7s ors ❑Primary
1.75 cfs Inflow Area=0.501 ac
Peak Elev=2,604.16'
N
U
0
LL
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 40
Summary for Pond FR2: NCDOT
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.50'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,538.95' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FR2: NCDOT
Hydrograph
❑ Inflow
3 52°fs ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
3 2 I I
0
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 41
Summary for Pond FRI NCDOT
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.50'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,540.59' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FRI NCDOT
Hydrograph
❑ Inflow
3 52°fs ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
3 2 I I
0
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 42
Summary for Pond FR4: NCDOT
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.50'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,542.26' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FR4: NCDOT
Hydrograph
❑ Inflow
aez°ts ❑Primary
3.52°`5 Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
3 2 I I
0
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 43
Summary for Pond FR5: NCDOT
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.50'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,544.18' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FR5: NCDOT
Hydrograph
❑ Inflow
3 52°fs ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
3 2 I I
0
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 44
Summary for Pond FR6: NCDOT
[82] Warning: Early inflow requires earlier time span
[58] Hint: Peaked 0.26' above defined flood level
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.00'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,546.28' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FR6: NCDOT
Hydrograph
❑ Inflow
3s2 dt ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
2
O
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 45
Summary for Pond FR7: NCDOT
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.50'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,547.05' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FR7: NCDOT
Hydrograph
❑ Inflow
3 52°fs ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
3 2 I I
0
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 46
Summary for Pond FR8: NCDOT
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.50'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,547.42' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FR8: NCDOT
Hydrograph
❑ Inflow
3 52°fs ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
3 2 I I
0
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

213314_FRESHWATER BENCH Type/1 24-hr 25-YEAR Rainfall=7.14"
Prepared by S&ME, Inc. Printed 12/17/2024
HydroCADO 10.00-26 s/n 06707 ©2020 HydroCAD Software Solutions LLC Page 47
Summary for Pond FR9: NCDOT
[821 Warning: Early inflow requires earlier time span
Inflow Area = 0.395 ac, 0.00% Impervious, Inflow Depth > 5.16" for 25-YEAR event
Inflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 3.52 cfs @ 11.96 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.0 min
Primary = 3.52 cfs @ 11.96 hrs, Volume= 0.170 of
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 2,550.26' @ 11.96 hrs
Flood Elev= 2,550.50'
Device Routing Invert Outlet Devices
#1 Primary 2,550.00' 10.0"x 3.2" Horiz. Orifice/Grate X 2.00 columns
X 5 rows C= 0.600 in 24.0" x 24.7" Grate (54% open area)
Limited to weir flow at low heads
Primary OutFlow Max=3.42 cfs @ 11.96 hrs HW=2,550.26' TW=2,547.82' (Dynamic Tailwater)
L1=Orifice/Grate (Weir Controls 3.42 cfs @ 1.65 fps)
Pond FR9: NCDOT
Hydrograph
❑ Inflow
3 52°fs ❑Primary
3.52 cfs Inflow Area=0.395 ac
Peak Elev=2,550.26'
3
N
U
3 2 I I
0
LL
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Reference 5
North Carolina Department of Transportation, Division of Highways, Frames and Wide Slot Flat Grates,
840.20, 2018.

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Appendix VIII — NPDES Wastewater Permit Submittals

Renewal Application (July 10, 2015)

THE QUARTZ"
CORP
July 10, 2015
Mrs. Diana Sprinkle
NCDENR/DWQ/Point Source Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Via FedEx
RE: The Quartz Corp USA
Renewal Application: NPDES Permit NCO000353
Dear Mrs.Sprinkle,
The Quartz Corp USA (Quartz) hereby respectfully requests renewal of our NPDES Permit No.
NC0000353 for our "TFC Plant" located at 787 Altapass Road, PO Box 309, Spruce Pine, NC
28777.
The only change since issuance of the last permit is that Plant 2 has been dismantled and
replaced with Plant 4 with similar operating parameters.
Enclosed you will find three (3) signed copies of the NPDES renewal application which includes:
• The EPA Form 2C Renewal Forms;
• Wastewater Treatment Flow;
• A narrative description of the sludge management plan; and
• Laboratory Sample Results
Should you have any questions, please contact me at 828-765-8977 or at
i erry-prosser2thequa rtzcorp.com
Sincerely,
r
erry Prosser
Plant Manager

Renewal Application (May 4, 2018)

AERIS
■ ENVIRONMENTAL
May 04,2018 • � •
Mr. David Hill
NC Department of Environmental Quality
Division of water Resources/NPDES Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: NPDES Renewal Application
The Quartz Corp USA
78 Altapass Road
Spruce Pine,Mitchell County,North Carolina
Permit No.NC0000353
Dear Mr. Hill:
This letter and supporting documents represent a permit renewal application prepared by AERIS
Environmental, Inc.for The Quartz Corp USA located at 787 Altapass Road in Spruce Pine, North Carolina.
An initial renewal application was submitted to your office on July 10, 2015. This submittal is provided in
response to your email request to Teresa Morris dated February 15,2018.
Should you have any questions or require additional information, please contact me by telephone at
704.367.1971 or by email at [e-mail]. The facility contact is Ms.Teresa Morris by telephone
at 828.765.9621,ext.7030 or by email at [e-mail].
Sincerely,
Kevin S.Woods, PE
Enclosures:Short Form C,Site Map
1440 Blueberry Lane•Charlotte,North Carolina 28226
704.367.1971(phone/fax)
www.aerisenviro.com

NPDES PERMIT APPLICATION - SHORT FORM C - Minor Industrial
Minor industrial, manufacturing and commercial facilities.
Mail the complete application to:
N. C. Department of Environment and Natural Resources
Division of Water Quality / NPDES Unit
1617 Mail Service Center, Raleigh, NC 27699-1617
NPDES Permit Number'NC0000353
Please print or type.
1. Contact Information:
Owner Name The Quartz Corp USA
Facility Name The Quartz Corp USA
Mailing Address P.O. Box 309
City Spruce Pine
State / Zip Code NC 28777
Telephone Number 828.765.5500
Fax Number 828.766.2110
e-mail Address [e-mail]
2. Location of facility producing discharge:
Check here if same as above ❑
Street Address or State Road 797 Altapass Highway
City Spruce Pine
State / Zip Code NC 28777
County Mitchell
3. Operator Information:
Name of the firm, consultant or other entity that operates the facility. (Note that this is not referring to the
Operator in Responsible Charge or ORC)
Name The Quartz Corp USA
Mailing Address P.O. Box 309
City Spruce Pine
State / Zip Code NC 28777
Telephone Number 828.765.5500
Fax Number 828.766.2110
4. Ownership Status:
Federal ❑ State ❑ Private X Public ❑
Page 1 of 5 C-MI 10/08

NPDES PERMIT APPLICATION - SHORT FORM C - Minor Industrial
Minor industrial, manufacturing and commercial facilities.
5. Standard Industrial Classification (SIC) code(s): 1499 -Miscellaneous Nonmetallic Minerals,
Excen Fuels
6. Number of employees: 46
7. Describe the treatment system List all installed waste treatment components with capacities,
describe the processes that generate wastewaters. If the space provided is not sufficient attach a
separate sheet of paper with the system description.
Wastewater streams from processing ore are separated into fluoride and non-fluoride streams.
The streams are equalized and neutralized before the addition of polymers and transfer to
clarifiers. Underflows are pumped to vacuum filters for moisture removal. Resultant tailings
are used as fill or landfilled. Clarifier effluent is recycled or discharged.
3.5 MGD wastewater treatment facility consists of the following:
-Three clarifiers;
- Polymer feed system;
- Lime feed system for pH adjustment;
-Vacuum filters;
- Emico clarifier/thickener;
- Pump station emergency generator;
- Flow measuring and totalizing equipment; and
-Two recycle pumps.
S. Is facility covered under federal effluent limitation guidelines? No ® Yes ❑
If yes, specify the category?
9. Principal product(s) produced: High Purity Quartz
Principal raw material(s) consumed: Quartz Ore
Briefly describe the manufacturing process(es):
Mined quartz ore is sized and washed. A flotation process using dilute hydrofluoric acid separates
high purity quartz which is drained, dried and further processed for customer shipments.
10. Amount of principal product produced, or raw material consumed
(List s eci is amounts consumed and/or units o roduction over the last three dears) _
Product Produced or Raw Material Product Produced or Raw Material
Consumed Consumed
AVERAGE (PEAK)
per Day 877 tons/day raw material (2015-17) 1,136 tons/day raw material (2016)
per Month 126,303 tons/mo raw material (2015-17) 34,084 tons/mo raw material (2016)
per Year 1316,485 tons/yr raw material (2015��) 411,543 tons/yr raw material (2016)
Page 2 of 5 C-MI 10/08

NPDES PERMIT APPLICATION - SHORT FORM C - Minor Industrial
Minor industrial, manufacturing and commercial facilities.
11. Frequency of discharge: Continuous ® Intermittent ❑
If intermittent:
Days per week discharge occurs:. Duration:
12. Types of wastewater discharged to surface waters only
Discharge Flow
(GALLONS PER DAY)
Sanitary - monthly average 0 gpd
Utility water, etc. - monthly average 0 gpd
Process water - monthly average 3,000,000 gpd
Stormwater-monthly average 0 gpd (retention basins limit stormwater discharge to
negligible flow)
Other-monthly average
Explain: 0 gpd
Monthly Average 3,000,000 gpd
total discharge (all types)
13. Number of separate discharge points: Four
Outfall Identification number(s): 001 stormwater 002 stormwater 003 stormwater 004
(effluentl
14. Name of receiving stream(s) (Provide a map showing the exact location of each outfall, including
latitude and longitude):
North Toe River. Map is attached.
Page 3 of 5 C-MI 10108

NPDES PERMIT APPLICATION - SHORT FORM C - Minor Industrial
Minor industrial, manufacturing and commercial facilities.
15. Effluent Data [for new or proposed discharges]
Provide data for the parameters listed. Temperature and pH shall be grab samples,for all other parameters 24-hour
composite sampling shall be used.If more than one analysis is reported, report daily maximum and monthly average.
If only one analysis is reported, report as daily maximum.
NOTE.Permittees requesting renewal should complete the table ONLYfor the parameters
currently monitored. Summarize the past 3 years of effluent data.
Parameter Daily Monthly Units of
Maximum Average Measurement
Biochemical Oxygen Demand (BOD5)
Chemical Oxygen Demand (COD)
Total Organic Carbon
Total Suspended Solids 2370 915 lb/day
Ammonia as N
Temperature (Summer)
Temperature (Winter)
pH 7.80 6.89
Fecal Coliform (If sanitary waste is
present)
Total Residual Chlorine (if chlorine is
used)
16. List all permits, construction approvals and/or applications (check all that apply and provide
permit numbers or check none if not applicable):
Type Permit Number Type Permit Number
Hazardous Waste (RCRA) NCR000144774 NESHAPS (CAA) None
UIC (SDWA) None Ocean Dumping (MPRSA) None
NPDES NC0000353 Dredge or fill (Section 404 or CWA) None
PSD (CAA) None Other None
Non-attainment program (CAA) None
17. List any chemicals that may be discharged (Please list and explain source and potential
amounts.)
The following chemical substances were identified in test results of effluent dated June 2015.
The source(s) of the substances is not known, though they may have been present in the raw
water obtained from Grassy Creek for use in processing:
Fluoride (16984-48-8) from the flotation process, up to 8.90 mg/L
Nitrate-Nitrite, as N, up to 0.39 mg/L
Nitrogen, Total Organic (as N), up to 0.97 mg/L
Phosphorous, as P, up to 0.05 mg/L
Page 4 of 5 C-MI 10/08

NPDES PERMIT APPLICATION - SHORT FORM C - Minor Industrial
Minor industrial, manufacturing and commercial facilities.
Aluminum (7429-90-5), up to 0.41 mg/L
Barium (7440-39-3), up to 0.025 mg/L
Iron (7439-89-6), up to 0.93 mg/L
Magnesium (7439-95-4), up to 2.5 mg/L
Molybdenum (7439-98-7), up to 0.218 mg/L
Manganese (7439-96-5), up to 0.01 mg/L
Nickel (7440-02-0), up to 0.026 mg/L
Zinc (7440-66-6), up to 0.01 mg/L
18. Is this facility located on Indian country? (check one)
Yes ❑ No
19. Applicant Certification
I certify that I am familiar with the information contained in the application and that to the
best of my knowledge and belief such information is true, complete, and accurate.
kjA
Printed name of Person gning Title
Sl d'
nature of Applica Date
North Carolina General Statute 143-215.6 (b)(2) provides that: Any person who knowingly makes any false
statement representation, or certification in any application, record, report, plan, or other document files or
required to be maintained under Article 21 or regulations of the Environmental Management Commission
implementing that Article, or who falsifies, tampers with, or knowingly renders inaccurate any recording or
monitoring device or method required to be operated or maintained under Article 21 or regulations of the
Environmental Management Commission implementing that Article, shall be guilty of a misdemeanor punishable
by a fine not to exceed $25,000, or by imprisonment not to exceed six months, or by both. (18 U.S.C. Section
1001 provides a punishment by a fine of not more than $25,000 or imprisonment not more than 5 years, or both,
for a similar offense.)
Page 5 of 5 C-MI 10/08

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Draft Permit (October 17, 2018)

STATE a,
ROY COOPER
Governor
MICHAEL S.REGAN a�
Secret
�Y
UNDA CULPEPPER NORTH CAROLINA
Interim Dtrmtor Environmental Quality
October 17,2018 p
Glenn Young, Operations Manager
The Quartz Corp USA O ��3
PO Box 309 Op0
Spruce Pine,NC 28777
Subject: Draft NPDES Permit Renewals
Permits:NC0000353,NC0000400
K-T Feldspar Corporation and The Feldspar
Corporation facilities
Mitchell County
Grade PC2 Facilities
SIC code 1459
Dear Mr. Young:
Enclosed with this letter are copies of the draft NPDES permit renewals for your facilities. Please review
the drafts carefully to ensure thorough understanding of the requirements and conditions they contain.
There are several changes from existing permits, including the following:
• The NC 2007-2014 Water Quality Standards (WQS)Triennial Review was approved by the NC
Environmental Management Committee(EMC) on November 13, 2014. The US EPA
subsequently approved the WQS revisions on April 6, 2016 with some exceptions. The NC
Division of Water Resources NPDES Permitting Unit is required to implement the new dissolved
metal standards in all permits public noticed after April 6, 2016. The new standards for most
metals include acute standards. Further,the freshwater standards for several metals are expressed
as the dissolved form of the metals,and seven metals have hardness-dependent equations. As a
result,the NPDES Permitting Unit will need site-specific effluent hardness data and instream
hardness data,upstream of the discharge, for each facility monitoring these metals in order to
calculate permit limitations. Effluent hardness and instream hardness sampling,upstream of the
discharge,has been added to each permit at a monitoring frequency of quarterly. See Special
Condition A. (L)Effluent Limitations and Monitoring Requirements for effluent and instream
sampling requirements.
• Sampling by the EPA in 2015 and stormwater monitoring data from several quartz/feldspar mines
in the region, in conjunction with the new dissolved metals standards noted above, indicates
aluminum, copper, lead, nickel, and zinc are pollutants of concern and quarterly monitoring has
been added to the permits.
• The NPDES Standard Conditions (Parts II, III, and IV) are not included with this draft. They can
be found at the following link if you would like to review them in conjunction with this draft permit.
h1tps://bit.ly/2BZ4xxx
N[i1.X'0_p DuE ql
Y
o.ow.n a m�aaw amar�
North Carolina Department of Environmental Quality I Division of Water Resources
512 North Salisbury Street 11611 Mail Service Center I Raleigh,North Carolina 27699-1611
919.707.3601

• Since your facilities are not subject to Federal Effluent Limitation Guidlelines,pH limits have been
changed from between 6.0& 10.0 standard units to between 6.0&9.0 standard units in accordance
with the pH WQS in 15A NCAC 02B. [See Special Condition A. (1.)]
• Please review the components list for each facility on page two, Supplement to Permit Cover Sheet.
• Please review instream monitoring locations in footnote 2 of Special Condition A. (1.) Effluent
Limitations and Monitoring Requirements.
• NC DEMLR will be evaluating stormwater data and may direct your facilities to apply for
individual NPDES wastewater coverage in lieu of storm-water general permit coverage under
NCG020000 prior to the expiration of that general pen-nit. If that is the case, please be reminded
that DWR will require a major modification application and associated fee along with an
Engineering Alternatives Analysis for each facility at least 180 days prior to commencing discharge
of wastewater previously covered under NCG020000. Any additional discharge of fluoride must
be accounted for in a facility's fluoride allocation.
• Federal regulations require electronic submittal of all discharge monitoring reports(DMRs) and
program reports. The requirement to continue reporting discharge monitoring data electronically
using the NC DWR's Electronic Discharge Monitoring Report(eDMR)internet application has
been added to your NPDES permit. [See the final Special Condition in each permit]
Concurrent with this notification the Division is publishing a notice in a newspaper having circulation in
the general Mitchell County area, soliciting public comments on these draft permits. Please provide any
written comments you may have to the following:NCDEQ/DWR,NPDES Permitting Branch, 1617 Mail
Service Center,Raleigh,NC 27699-1617 no later than 30 days after receipt of this draft permit.
Following the 30-day public comment period,the Division will review all pertinent comments and take
appropriate action prior to issuing final permits. If you have questions concerning these draft permits,
please call me at(919) 707-3612 or by email at [e-mail].
Sincerely
L/w
David Hill,Environmental Specialist II
NPDES Complex Permitting Unit
Hardcopy: NPDES Files
Ecopy: US EPA Region 4
DWR/Aquatic Toxicology Branch/Susan Meadows
DWR/NC Operator Certification Program/Maureen Kinney
DWR/Asheville Regional Office/Water Quality Regional Operations/Landon Davidson
DEMLR/Stornwater Program/Annette Lucas
Page 2 of 2

Permit NC0000353
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provisions of North Carolina General Statute 143-215.1, other lawful
standards and regulations promulgated and adopted by the North Carolina Environmental
Management Commission, and the Federal Water Pollution Control Act, as amended
The Quartz Corp USA
is hereby authorized to discharge wastewater from a facility located at the
The Feldspar Corporation Facility
797 Altapass Road
Spruce Pine
Mitchell County
to receiving waters designated as the North Toe River in the French Broad River Basin in
accordance with effluent limitations, monitoring requirements, and other conditions set forth in
Parts I, II, III and IV hereof.
This permit shall become effective Month XX, 2018.
This permit and authorization to discharge shall expire at midnight on February 28, 2022.
Signed this day Month XX, 2018.
DRAFT_
Linda Culpepper
Interim Director, Division of Water Resources
By the Authority of the Environmental Management Commission

Permit NC0000353
SUPPLEMENT TO PERMIT COVER SHEET
All previous NPDES Permits issued to this facility, whether for operation or discharge are
hereby revoked. As of this permit issuance, any previously issued permit bearing this number is
no longer effective. Therefore,the exclusive authority to operate and discharge from this facility
arises under the permit conditions, requirements,terms, and provisions included herein.
The Quartz Corp USA is hereby authorized to:
1. Continue to operate and maintain an existing 3.5 MGD wastewater treatment facility
consisting of the following components:
• Three clarifiers $
• Polymer feed system f
• Lime, alum, and polymer feed system
Vacuum filters
•
� rr:
• Emico clarifier/thickener (E Cat)
• Two emergency generators .41.,ff
• Flow measuring and totalizing equipmentff `
• Two recycle pumps f
This facility is located at The Feldspar Corporation Facility, 797 Altapass Road, Spruce Pine
in Mitchell County.
2. Discharge from said treatment works at the location specified on the attached map via Outfall
001 into the North Toe River,classified C Trout water in the French Broad River Basin.
J
2of8

Permit NC0000353
PART I
A. (L) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
[15A NCAC 02B .0400 et seq., 15A NCACO2B .0500 et seq.][Grade II Physical/Chemical Water
Pollution Control System 15A NCAC 08G .0306]
During the period beginning on the effective date of the permit and lasting until expiration,the permittee
is authorized to discharge treated process wastewater from Outfall 001. Such discharges shall be limited
and monitored' by the permittee as specified below:
PARAMETER CHARACTERISTICS EFFLUENT LIMITS MONITORING REQUIREMENTS
PARAMETER Monthly Weekly Daily Measurement Sample Sample
CODE Average Average Maximum Frequency Type Location2
Flow 50050 3.5 MGD Continuous Recording I or E
Total Fluoride 00951 174.0 lb/day j 348.0 lb/day. Weekly Com osite E
Total Fluoride 00951 Monitor&Report /L Weekly Grab U, D
.0.0 3137
Total Suspended Solids QD530 1568 568 lb/day137Weekly Composite E
lb/daTotal Suspended Solids QD530 Monitor& Report m /L WeeMy Grab U, D
Settleable Solids 00545 Monitor& Report(mUL) Weekly Grab E
Turbidity3 00070 Monitor&Report(NTU) Weekly Grab E, U, D
H 00400 Between 6.0 and 9.0 Standard Units Weekly Grab E, U, D
Chloride4 00940 Monitor&Report(mg/L) Quarterly Composite E
Chronic ToxiCity5 TGP3D Ceriodaphnia dubia P/F at 11% Quarterly Composite E
Total Aluminum 0110.5: Monitor&Report /L Quarterly Composite E
Total Copper 01042 Monitor&Report /L Quarterly Composite E
Total Lead 01051 Monitor&Report /L Quarterly Composite E
Total Nickel 0,1067 Monitor&Report /L Quarterly Composite E
Total Zinc 01092 Monitor&Report 1L Quarterly Composite E
Hardness Total,as 00900 Monitor&Report.(mg/L) Quarterly Composite E
CaCO3or.-Ca+M s
Hardness Total,as 00900 Monitor& Report(mg/L) Quarterly Grab U
CaCO3 or Ca+M
Footnotes:
1. The permittee shall submit Discharge Monitoring Reports electronically using NC DWR's eDMR
application system.'.See Special Condition A. (9.).
2. Sample locations I-Influent, &Effluent, U-Upstream = at low water bridge, D-Downstream = at
Spruce Pine Park Upstream of Beaver Creek. Instream samples shall be grab samples and shall be
conducted weekly.
3. The discharge from this facility shall not cause turbidity in the receiving stream to exceed 10 NTU. If
the instream turbidity exceeds 10 NTU due to natural background conditions,the discharge cannot
cause turbidity to increase in the receiving stream. Therefore, if the effluent measurement exceeds 10
NTU,the Permittee shall sample upstream and downstream turbidity in the receiving waterbody,
within 24 hours,to demonstrate the existing turbidity level in the receiving waterbody was not
increased.All data shall be reported on the DMRs. (See 15A NCAC 2B .0211 (21)). See Special
Condition A. (5.).
4. Chloride shall be monitored quarterly in conjunction with toxicity testing.
Footnotes continued next page
3 of 8

Permit NC0000353
Footnotes continued from A. (L)Effluent Limitations and Monitoring Requirements
5. Whole effluent toxicity will be evaluated using Chronic Toxicity (Ceriodaphnia dubia) P/F test at
11% during the months of January,April,July and October. See section A. (2.).
6. Effluent hardness should be performed in conjunction with testing for hardness dependent metals
(cadmium, copper, lead, nickel, silver, zinc).
There shall be no discharge of floating solids or visible foam in other than trace amounts.
A. (2) CHRONIC TOXICITY PERMIT LIMIT (QUARTERLY)
[15A NCAC 02B.0200 et seq.]
The effluent discharge shall at no time exhibit observablenhibition of reproduction or
significant mortality to Ceriodaphnia dubia at an effluent concentration of 11%.
The permit holder shall perform at a minimum, quarterly monitoring using test procedures
outlined in the "North Carolina Ceriodaphnia Chronic Effluent Bioassay Procedure," Revised
December 2010, or subsequent versions or"North Carolina Phase II Chronic Whole Effluent
Toxicity Test Procedure" (Revised-December 2010) or subsequent versions. The tests will be
performed during the months of January,April, July and October. These months signify the
first month of each three-month toxicity testing,quarter assigned to the facility. Effluent sampling
for this testing must be obtained during representative effluent discharge and shall be performed
at the NPDES permitted final effluent discharge below all treatment processes.
If the test procedure performed as the first test of any single quarter results in a failure or
ChV below the permit limit,then multiple-concentration testing shall be performed at a
minimum;in each of the two following months is described in "North Carolina Phase II
Chronic Whole Effluent Toxicity Test Procedure" (Revised-December 2010) or, subsequent
versions.
All toxicity testing results required as part of this permit condition will be entered on the Effluent
Discharge Monitoring Form (MR-1) for the months in which tests were performed, using the
parameter code TGP313 for the pass/fail results and THP313 for the Chronic Value. Additionally,
DWR Form AT-3 (original) is to be sent to the following address:
Attention: North Carolina Division of Water Resources
Water Sciences Section/Aquatic Toxicology Branch
1621 Mail Service Center
Raleigh,NC 27699-1621
Completed Aquatic Toxicity Test Forms shall be filed with the Water Sciences Section no later
than 30 days after the end of the reporting period for which the report is made.
Test data shall be complete, accurate, include all supporting chemical/physical measurements
and all concentration/response data, and be certified by laboratory supervisor and ORC or
4of8

Permit NC0000353
approved designate signature. Total residual chlorine of the effluent toxicity sample must be
measured and reported if chlorine is employed for disinfection of the waste stream.
Should there be no discharge of flow from the facility during a month in which toxicity
monitoring is required, the permittee will complete the information located at the top of the
aquatic toxicity(AT) test form indicating the facility name, permit number, pipe number, county,
and the month/year of the report with the notation of"No Flow"in the comment area of the
form. The report shall be submitted to the Water Sciences Section at the address cited above.
Should the permittee fail to monitor during a month in which toxicity monitoring is required,
monitoring will be required during the following month. Assessment of toxicity compliance is
based on the toxicity testing quarter, which is the three month time interval that begins on the
first day of the month in which toxicity testing is required by this permit and continues until the
final day of the third month.
Should any test data from this monitoring requirement or tests performed by the North Carolina
Division of Water Resources indicate potential impacts to the receiving stream, this permit may
be re-opened and modified to include alternate monitoring requirements or limits.
NOTE: Failure to achieve test conditions as specified in the cited document, such as minimum
control organism survival,minimum control organism reproduction, and appropriate
environmental controls, shall constitute an invalid test and will require immediate follow-up
testing to be completed no later than the last day of the month following the month of the initial
monitoring.
A. (3.) BIOCIDES [G.S. 143-215.1(b)]
The permittee shall obtain authorization from the Division of Water Resources prior to utilizing
any new biocide in cooling water to be discharged. The permittee shall notify the Director in
writing, not later than ninety(90) days prior to instituting the use of any additional biocide used
in cooling systems, which may be toxic to aquatic life other than those previously reported to the
Division of Water Resources. Such notification shall include completion of Biocide Worksheet
Form 101 and a map locating the discharge point and receiving stream.No chromium, zinc, or
copper shall be added to the treatment system except pre-approved additives to biocidal
compounds.
A. (4.) WASTEWATER DIVERSION [G.S. 143-215.1(b)]
Diversion or bypassing of untreated wastewater from the treatment facility is prohibited.
A. (5.) TURBIDITY REOPENER [G.S. 143-215.1(b)]
This permit shall be modified, or revoked and reissued to incorporate new turbidity effluent
limitations in the event that violations of the turbidity standard of the North Carolina Water
Quality Standard occur as a result of this discharge.
5of8

Permit NC0000353
A. (6.) SOLIDS REMOVAL [G.S. 143-215.1(b)]
Solids removed or resulting from the wastewater treatment process shall be contained and
disposed of in such a manner as to prevent any contamination of the surface waters of the State.
A. (7.) FLUORIDE REOPENER [G.S. 143-215.1(b)]
This permit shall be modified, or revoked and reissued to incorporate new fluoride effluent
limitations in the event that acute or chronic bioassay testing or other studies results in a change
in the North Carolina Water Quality Standard for fluoride.
A. (8.) PERMIT MODIFICATIONS [G.S. 143-215.1(b)]
This permit shall be modified, or revoked and reissued to incorporate new limitations in the
event that production changes are requested or should any new fluoride using discharge request
to locate on the North Toe River.
A. (9.) ELECTRONIC REPORTING OF MONITORING REPORTS
[G.S. 143-215.1(b)]
Federal regulations require electronic submittal of all discharge monitoring reports (DMRs) and
program reports. The final NPDES Electronic Reporting Rule was adopted and became effective
on December 21, 2015.
NOTE: This special condition supplements or supersedes the following sections within Part II of
this permit(Standard Conditions for NPDES Permits):
• Section B. (11.) Signatory Requirements
• Section D. (2.) Reporting
• Section D. (6.) Records Retention
• Section E. (5.) Monitoring Reports
1. Reyortim., Requirements f Supersedes Section D. (2.) and Section E. (5.) (a)I
The permittee shall report discharge monitoring data electronically using the NC DWR's
Electronic Discharge Monitoring Report (eDMR) internet application.
Monitoring results obtained during the previous month(s) shall be summarized for each
month and submitted electronically using eDMR. The eDMR system allows permitted
facilities to enter monitoring data and submit DMRs electronically using the internet. Until
such time that the state's eDMR application is compliant with EPA's Cross-Media Electronic
Reporting Regulation (CROMERR), permittees will be required to submit all discharge
monitoring data to the state electronically using eDMR and will be required to complete the
eDMR submission by printing, signing, and submitting one signed original and a copy of the
computer printed eDMR to the following address:
NC DEQ/Division of Water Resources/Water Quality Permitting Section
ATTENTION: Central Files
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
6of8

Permit NC0000353
If a permittee is unable to use the eDMR system due to a demonstrated hardship or due to the
facility being physically located in an area where less than 10 percent of the households have
broadband access, then a temporary waiver from the NPDES electronic reporting
requirements may be granted and discharge monitoring data may be submitted on paper
DMR forms (MR 1, 1.1, 2, 3) or alternative forms approved by the Director. Duplicate
signed copies shall be submitted to the mailing address above. See "How to Request a
Waiver from Electronic Reporting" section below.
Regardless of the submission method, the first DMR is due on the last day of the month
following the issuance of the permit or in the case of a new facility, on the last day of the
month following the commencement of discharge.
Starting on December 21, 2020, the permittee must electronically report the following
compliance monitoring data and reports, when applicable:
• Sewer Overflow/Bypass Event Reports;
• Pretreatment Program Annual Reports; and
• Clean Water Act(CWA) Section 316(b)Annual Reports.
The permittee may seek an electronic reporting waiver from the Division (see "How to
Request a Waiver from Electronic Reporting" section below).
2. Electronic Submissions
In accordance with 40 CFR 122.41(l)(9), the permittee must identify the initial recipient at
the time of each electronic submission. The permittee should use the EPA's website
resources to identify the initial recipient for the electronic submission.
Initial recipient of electronic NPDES information from NPDES-regulated facilities means the
entity (EPA or the state authorized by EPA to implement the NPDES program) that is the
designated entity for receiving electronic NPDES data [see 40 CFR 127.2(b)].
EPA plans to establish a website that will also link to the appropriate electronic reporting tool
for each type of electronic submission and for each state. Instructions on how to access and
use the appropriate electronic reporting tool will be available as well. Information on EPA's
NPDES Electronic Reporting Rule is found at:
htlps://www.federalre.L,,ister. -ov/documents/2015/10/22/2015-24954/national- ollutant-
discharge-elimination-system-npdes-electronic-reporting-rule
Electronic submissions must start by the dates listed in the "Reporting Requirements" section
above.
3. How to Request a Waiver from Electronic Reporting
The permittee may seek a temporary electronic reporting waiver from the Division. To
obtain an electronic reporting waiver, a permittee must first submit an electronic reporting
7of8

Permit NC0000353
waiver request to the Division. Requests for temporary electronic reporting waivers must be
submitted in writing to the Division for written approval at least sixty (60) days prior to the
date the facility would be required under this permit to begin submitting monitoring data and
reports. The duration of a temporary waiver shall not exceed 5 years and shall thereupon
expire. At such time, monitoring data and reports shall be submitted electronically to the
Division unless the permittee re-applies for and is granted a new temporary electronic
reporting waiver by the Division. Approved electronic reporting waivers are not
transferrable. Only permittees with an approved reporting waiver request may submit
monitoring data and reports on paper to the Division for the period that the approved
reporting waiver request is effective.
Information on eDMR and the application for a temporary electronic reporting waiver are
found on the following web page:
;.gov/about/divisions/water-resources/edmr
4. Signatory Requirements [Supplements Section B. 11. b and Supersedes Section B.
(11.) (d)1
All eDMRs submitted to the permit issuing authority shall be signed by a person described in
Part II, Section B. (11.)(a) or by a duly authorized representative of that person as described
in Part II, Section B. (I1.)(b). A person, and not a position, must be delegated signatory
authority for eDMR reporting purposes.
For eDMR submissions, the person signing and submitting the DMR must obtain an eDMR
user account and login credentials to access the eDMR system. For more information on
North Carolina's eDMR system, registering for eDMR and obtaining an eDMR user account,
please visit the following web page:
fit t):Hdpy.nc.gov/about/divisions/water-resources/edm,
Certification. Any person submitting an electronic DMR using the state's eDMR system
shall make the following certification [40 CFR 122.22]. NO OTHER STATEMENTS OF
CERTIFICATION WILL BE ACCEPTED:
7 certify, under penalty of law, that this document and all attachments were prepared under
my direction or supervision in accordance with a system designed to assure that qualified
personnel properly gather and evaluate the information submitted. Based on my inquiry of
the person or persons who manage the system, or those persons directly responsible for
gathering the information, the information submitted is, to the best of my knowledge and
belief, true, accurate, and complete. I am aware that there are significant penalties for
submitting false information, including the possibility of fines and imprisonment for knowing
violations."
8 of 8

• Permit NC0000353
5. Records Retention I Supplements Section D. (6.)]
The permittee shall retain records of all Discharge Monitoring Reports, including eDMR
submissions. These records or copies shall be maintained for a period of at least 3 years from
the date of the report. This period may be extended by request of the Director at any time [40
CFR 122.41].
9of8

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The Feldspar Corporation Facility
uad: D 10 NE/Spruce Pine,NC Permitted Flow: 3.5 MGD Location
Latitude: 35°54'17.9" Longitude: 82°03'44.4" Y .
Receiving,Stream: North Toe River Sub-Basin: 0"3-06 not to scale --
Drainage Basin: French Broad River Basin HUC#: 0601010801
Stream Class: C Trout North
IF NPDES Permit No.NC0000353
h 1 V Mitchell County