WQ0003699_Application_19980918

RECIRCULATION SYSTEM EVALUATION
Proposed Bear Creek Plant Modifications
Existing Permit No. WQ0003699
SR-1197 (Bear Creek Road)
Mitchell County, NC
Prepared For:
Mr. Beau Thomas
Zemex Corporation
P.O. Box 99
Spruce Pine, NC 28777
September 18, 1998
Prepared By:
Engineering & Environmental
Science Company
3008 Anderson Dr. Suite 102
Raleigh, NC 27609
T. Patrick Shillington, P.E.
President
62S

els
ENGINEERING & ENVIRONMENTAL SCIENCE COMPANY
3008 ANDERSON DRIVE, SUITE 102
RALEIGH, NC 27609
[phone]
September 18, 1998
Mr. Beau Thomas
Zemex Corporation
P.O. Box 99
Spruce Pine, NC 28777
RE: Recirculation System Evaluation
Proposed Bear Creek Plant Modifications
Existing Permit No. WQ0003699
SR-1197 (Bear Creek Road)
Mitchell County, NC
Dear Mr. Thomas:
Engineering & Environmental Science Company (E2S) has
completed the evaluation of the proposed recirculation system
modifications (Permit No. WQ0003699) at the Bear Creek Plant.
This report contains a discussion of the system modifications,
wastewater characteristics and other pertinent information.
Submitted with this report are the "Plans and Specifications."
Following is a brief discussion of the project.
To increase the production of the plant facility, the existing
sediment ponds will be replaced with two larger basins. No
other modifications to the recirculation system are
anticipated, except for the new pipeline and pumps to convey
the water at a rate of 1500 gallons per minute.
Each of the two new ponds will have a capacity of a least
1,195,154 gallons. The ponds will be cons-tructed -on- an
approximately 8 to 10 percent slope with the base of the pond
at least Oft above the groundwater table. The ponds will
contain no more than 8ft of water depth and will have a 2ft
thick soil liner having a coefficient of permeability slower
than 1x10-6 cm/sec. Maximum embankment height will not exceed
14ft. An upslope interceptor ditch designed for the 50-year

rain has been provided to prevent runoff in to the ponds
during precipitation.
No groundwater monitoring during the operation of these ponds
is planned at this time. No monitoring at the existing ponds
is required. However, some of the recently installed
piezometers can be converted to permanent monitoring wells if
needed.
We appreciate serving you on this project. Please contact us,
if you have any questions about these evaluations.
Sincerely,
�. Patrick i11ingto�, P. �.
President
.............. `� `''-; .�%''; •.
a
1547,
1lrt9iiliilli
62S

TABLE OF CONTENTS
Page No.
1.0 General Project Information ................. 1
2.0 Waste Water Characteristics ................. 1
3.0 Pump and Pipe Line Evaluation ............... 1
4.0 Upslope-Interceptor Ditch Evaluation ........ 2
5.0 Subsurface Evaluation ...................... 2
5.1
Subsurface
Conditions .................. 3
5.2
Soil Liner
Materials .................. 4
5.3
Foundation
Settlement .................. 5
5.4
Embankment
Stability .................. 5
LIST OF TABLES
Table No.1: Summary of Soil Test Results ........ 4
Table No.2: Groundwater Elevations .............. 4
ATTACHMENTS
Attachment A: Figures
Attachment B: Material Safety Data Sheets
Attachment C: Pump and Pipe Line Evaluation
Attachment D: Upslope Ditch Evaluation
Attachment E: Boring Logs and Soil Test Results
Attachment F: Embankment Stability Evaluation
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Page 1
Zemex Corp.
1.0 General Project Information
A modification is proposed for.the process water recirculation
system at the Bear Creek Plant (existing permit No.
WQ0003699). The plant facility is located northwest of Spruce
Pine, North Carolina in Mitchell County (see Attachment A).
The plant process is to recover mica, sand and clay materials.
The sand and mica are collected at the plant and the clay is
collected at a series of existing ponds (basins).
To increase production at this facility, the water usage will
increase from 18,0.00 gallons per day to a maximum of 900,000
gallons per day. Two new ponds will be constructed each with
a minimum capacity of 1,195,154 gallons. Once these basins
are in operation, the existing ponds will not be used for the
recirculation system.. The ponds will have a clay soil liner
two feet thick and the base of the ponds will be established
about 4ft above the groundwater table.
The proposed new recirculation system will also include two
8"x6" Denver -Solo SRL-C pumps capable of flow rates of 1,500
gallons per minute. The water will be conveyed from the plant
to the ponds through an 8-inch P.E. pipe and from the ponds
to the plant through a 6-inch P.E. pipe. Various valves will
be required with this system.
2.0 Waste Water Characteristics
After the wastewater has passed through the plant system it
will primarily consist of clay sediment. Sulfiric acid and
Econofloat A-50, A-55 and A-60 which contains about 30 to 40
percent C-4 to C-10 Alcohols (see Attachment B) are added to
the plant process to cause flotation of the mica. However,
these materials are only added sufficiently for---.th-e-separation
process and generally are not present after usage in the plant
as residual concentrations will impact the recirculated water
effectiveness to separate the mica. No analytical test data
is available as none has been required for this existing
recirculation system.
3.0. Pump & Pipe Line Evaluation
The plant facility is about 23ft lower that the top of the
proposed pond embankment. To have at least a flow of 1500
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Page 2
Zemex Corp.
gallons per minute, two pumps will be - -required. One pump at
the plant to convey the water to the ponds and one pump at the
ponds to convey the water to the plant. The pipeline will be
8 inches in diameter for the conveyance of water to the ponds
and will be 6 inches in diameter to convey the water to the
plant.
Based on the evaluation in Attachment C, the line will be
Driscopipe with a SR19 thickness for the 8 inch pipe and SR11
thickness for the 6 inch pipe. The pumps will be 8"x6"x18"
Denver -Solo SRL-C slurry pumps with a revolution per minute
of 1200. Valves will be provided downstream of the pumps to
manually control the flow rates.
4.0 Upslope Interceptor Ditch Evaluation
The rational design method (see Attachment D) was used to
determine the maximum flow rate for the 50-year rain event of
the upslope watershed at two locations on the ditch. The
ground cover of the watershed was assumed wooded as it
presently exists. The ditch capacity was passed on tall
grasses present. The depth of the ditch below the downslope
embankment will vary from 2.5ft to 4.5ft deep. The need for
temporary stabilization of the ditch and actual discharge
point for the ditch is to be determined by Zemex Corporation
when they modify their active erosion control plan.
5.0 Subsurface Evaluation
A total of seven soil borings were conducted with a drill rig
and five test pits were conducted with a track hoe. Four of
the soil borings were converted to temporary piezometers with
water levels measured 24 hours after drilling. The soil
borings were advanced using hollow -stem auger drilling
procedures, with subsurface materials sampled at select
intervals using a split -spoon sampler. These samples were
obtained in accordance with the Standard Method for
Penetration Test and Split -Barrel Sampling of Soils (ASTM D-
1586). The borings were located at the approximate locations
as indicated on Sheet 1 of -the -accompanying -plans...- _
Representative soil samples from each boring were sealed in
plastic bags and were returned to E2S's laboratory, where a
Geotechnical Engineer inspected and visually classified the
samples in accordance with the Unified Soil Classification
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Zemex Corp
System. Laboratory testing was performed on representative
soil samples to confirm their visual classifications and to
provide general index properties. Soil strength properties
of cohesive soils were also estimated in the laboratory using
a calibrated penetrometer. One permeability test was
conducted on a remolded soil -sample.-The--soil" boring and test
pit logs and soil tests are provided in Attachment E.
The following evaluations and recommendations are based on our
understanding of the project characteristics and on our
evaluation of the general subsurface conditions indicated by
the borings. Should the project characteristics change
significantly or should significantly different subsurface
conditions be encountered during construction, some of the
recommendations presented may no longer be valid. In such
cases, E 2 S should be further consulted.
5.1 Subsurface Conditions
Iri accordance with the "Geologic Map of North Carolina," the
site lies within the Alligator Back formation of the Blue
Ridge Belt. Locally, muscovite -biotic gneiss, amphibolite and
quartz diovite to grandiovite bedrock can be present. In
accordance with the partially completed "USDA soil survey of
Mitchell County, disturbed soils are predominate at the
proposed pond locations. Upslope of the ponds are the Evard-
Cowce soil complex. Typically at mid to lower slope portions,
Saunock soils are present. These soils typically have a
seasonally high water table of greater than 6 feet.
At the borings and test pits, approximately 6 inches of
topsoil and rootmat were encountered at groundsurface. At the
upslope borings and test pits the soils to a depth of 7ft to
14ft below ground surface consisted of a CL to MH soil type.
Below these depths, the soils were predominantly "ML" soil
types with the presence of high mica content.
The following table summarizes the analytical test results:
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Zemex Corp.
Table No.l: Summary of Soil Test Results
Location
Depth
(ft)
Atterbers
Limits, %
Standard
Proctor
Coef. Of Perm
CM/Sec
LL
PL
PI
O.M.
%
Max.Den.
lb/ft3
P-1
3-5
67.9
60.5
7.4
29.5
87.5
(1) 8.1x10-
P-1
13-15
45.5
41.9
3.6
----
----
----
P-4
8-10
40.4
23.1
17.3
----
----
----
(1) Soil compacted to 94.8 of Standard Proctor at 28.-9% moisture content.
Auger cuttings collected from Oft. to 7£t. below groundsurface for
sample representation.
Upslope of the proposed ponds groundwater was about 14ft
to 19ft below groundsurface. Downslope of the proposed
ponds, the groundwater level was 1.5ft to 2.5ft below
ground surface. The following table summarizes the
groundwater levels.
Table No. 2: Groundwater Elevations
Location
Top of Casing
(ft)
Water Depth
(ft)
Water
Elevation
(ft)
P-1
128.6
16.09
113.85
P-2
109.02
3.41
105.61
P-3
98.05
4.80
93.25
P-4
123.29
21.02
102.27
5.2 Soil Liner Materials
The shallow CL&MH soils present to a depth of 7ft. to 14ft.
below groundsurface at the upslope and mid slope areas of the
ponds appear suitable for the soil liner material. Using the
less pervious MH soil types, the coefficient of permeability
is 8.1x10-7 cm/sec, when compacted to 94.70 of standard Proctor
maximum dry density (ASTM-D-698). The more plastic CL soil
types would be expected to have a slower coefficient of
permeability.
To ensure adequate permeability in the field, the suitable
soil types should be computed to at least 95 percent. Because
the ponds will be periodically cleaned of sediments, the liner
should be at least 2ft thick.
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Z—X Corp.
5.3 Foundation Settlement
Subsurface materials below the 14ft high (maximum) embankment,
consists of approximately 10 feet of ML soils, underlain by
a partly -weathered rock. The analyses shown in Attachment F
indicate that maximum settlement between the dam crest and toe
would be less than 1.6 inches, with total settlement not
exceeding 1.8 inches.
5.4 Embankment Stability
Slope stability analyses
downstream and upstream
provided in Attachment F.
were performed on the highest
portions of the embankments as
For the upstream embankment formed by cut, the factor of
safety was determined using limited equilibrium theory. The
factor of safety of the 22ft. high cut will be at least 1.8.
For the downstream embankment formed primarily by fill, the
stability factor of the embankment against sliding on the
approximately 10 percent existing slope was estimated at
greater than 2.3. These factors of safety are considered
suitable for the proposed ponds.
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ATTACHMENT A:
FIGURES - - - - - - -
62$

■ . 1
C
N G
j
300
I`
TSCS SPRUCE PINE
QUADRANGLE YAP
VA
8
�X-Wffl
jrcl No
SITE
ENGINEERING at ENVIRONMENTAL
2 SCIENCE COMPANY
3008 ITE ANDERSON OR- Sum 102
RALEIGH. NORTH CAROLINA 27609
[phone]
VICINITY MAP HATE-
O8/18/8B
BEAR CREEK PLANT
PERMIT Nu. WQOOOS699 rrcvtu ra
MITCHELL COUNTY. NC

ATTACHMENT B:
MATERIAL SAFETY DATA SHEETS
62S

I PRODUCT IDENTIFICATION
N NUFACTURER'SNAME Tennessee Chemical Company
REGULAR TELEPHONE NO. 404-233-6811
EMERGENCY TELEPHONE NO.Chemtrec 800-424-930
3475 Lenox Rd. NE, Suite 670
A -DRESS
Atlanta, Georgia 30326
1 ADE NAME
Sulfuric Acid (See bill of lading for concentration)
SYNONYMS
Oil -of Vitriol
DOT: Sulfuric Acid, Corrosive Liquid, UN 1830 RQ = 1000 lbs (454 kg)
SHIPPING
N AM E1
(ATA:
11 HAZARDOUS INGREDIENTS2
.-AT—.1:-.L OR COMPONENT =.... No. .. - .. I HAZARD DATA
rros i v c :viateriaiS it
Sulfuric Acid (H-;S0,1) !
7664939
I
Aquatic hazardous substank
C50 = � 10 to = 10 i mQ / i
600 Be
77.0
40 CFR 116 & 118 (EPA)
ealth hazards :
66 ° Be I
93 p
Dehvdrator. Causes third
degree burns to skin.
95%
95.0
Corrosive. LC 8 hrs =
Mist inhalation 18 mg/m`
98%
98.0Iffor
1-2 month old 2. D. an
50 mg /m' for 18 month of
Q. p. TLV or TWA 8 hr
III PHYSICAL DATA exposure = 1 mg/m-'.
b o /
° 66 ° = -26 °, 95% _ - 10
i ILING POINT,760 MM HIS 0 F.
i375 529 560 640
MELTING POINT F 98% = 370
SPECIFIC GRAVITY (H O - 1) @ 600 F
2
1.7057 1.8407
1. 8354 1.8438
VAPOR PRESSURE -
POR DENSITY (AIR - 1)
3. 38 3. 38 - -
SOLUBILITY IN H2O % BY WT Completely
% VOLATILES BY VOL.
-
EVAPORATION RATE (BUTYL ACETATE o 1) N �
PEARANCEAND'OGOR
Clear, colorless liqui
Ph (AS IS)
StrOna acid
�o oaor
Ph (1%SOLN.)
IV FIRE AND EXPLOSION DATA
_ASH POINT
AUTOIGNITION
(TEST METHOD)
None
TEMPERATURE
None
AMMABLE LIMITS IN AIR,% BY VOL.
LOWER
None
UPPER
None
Acid itself is no.t flammable but may cause ignition by contact with coznbus t-
I TINGUISHING
ible liquids and solids. In fires where acid is present, use dry chemical,
I DIA
carbon dioxide or water fog.
,AL FIRE
Do not allow water to enter storagecontainers as a violent reaction can occ
Also hydrogen gas can accumulate n containers and care must be taken not
i
1 iHTING
I DCEDURES
to ignite. Wear rubber suits, rubber gloves, rubber boots, goggles or face
shield and hard hat.
"'USUAL FIRE
The acid will not burn but can start fires with organic materials, nitrat ,
Hydrogen, highly flammatle
DEXPLOSION
carbides, chlorates, and metallic powders. a
ZARD
and explosive gas is generated by acid action on most metals. Hydrogen gas
can accumulate in containers and care must be taken not n ignite it
r.

V HEALTH H/\ZAIID ire,=7i1M�1T�oni
j
HEALTH HAZARD DATA
�—
HAZARD CLASS!FICA1 ION
BASIS FOR CLASSIFICATION-
SOURCE
-
—
LC50 8 hrs. Sulfuric acid
- -
---
--
I UTF.SOFEY.POSURE
mist = 18 mo/m3 for 1-2
mo.
1,
2
old guinea pigs or 50 cjlg/rn3
.NHALATION
Corrosive
for 18 mo. old g. p.
16
CFR
1500. 3
5 mg/m3 is distinctly objec-
3,
4
tionable level.
TWA - 8 hrs. - 1 lao/m3
set
29
CFR 1910. 1090
for xpos ?re.
SKIN CONTACT
Corrosive
-
1,
2, 3
16
CFR
1500. 3
SKIN AP.SORPTION
Corrosive
-
1,
;'. , 3
I
16
CFR
1500. 3
EYE CONTACT
i ` Ji'r Lire
-
1,
2, 3
16
CFR
1500. 3
GESTION
- - flSiVe
-
I,
2, 3
16
CFR
1500.3-
C
9
a
t
t
a
n
C
FFECTS OF 0V'E X u:;i_
Tissue destruction upon exposure and dehydration. May cause
),CUTE t't_ird degree burns.
:,ha.lation of mist can cause bronchitis hyperemia., epithelial degeneration
i
cHs;oNlcovEl� >' ,f the larvn.s, trachea, and bronchi with laryngeal or bronchial spasms.
-- rf— n sl:�all amounts of sulfuric acid enter the eyes, immediately,
_;:rERGEtiCY An D 1: 1; ;ID = u' irri,,ate iti- laroe amounts of •.Water for at least 15 minutes. Mold
eyelids apart during irri.oation. Send patient to a physician or eve SIDecialist immediate-
EYES:ly. Continue `..nshin ogyres (,urin'o transit if needed. ---------_---�
1'asi? it:, lar ':, ounts ;,f ,:.ester r-nd remove clothing and shoes under shoxcr. I
- SKIN: G-`e k
INHALATIC'd hl'i?�:ivC' ;'.':)ri',e..r !r71T1 :i[�ljh Q llld seek medical aid.
Drink 11in-i 1edlately to reduce conceIltration. See't
INGESTION'. Y1'��1C 11 <?1,1 iLPC_:�tU1c1iC1". 1'o not. Induce vomiting.
TOPHYsICiAi: Treat as C rinSiye material.
erenCeS: 1) The respiratory rC'S�'�)I1Sl' 01 ou1nea pins to sulfuric acid mists. AmdOr, i\L. O•
Archives of Industrial :1calth. 18: 407-1.1. 1958.
2) Dangerous Properties of Industrial Materials. N. Irving Sax. 4th Edition.
Van Nostrand Reinhold Co., INT. Y.
3) Properties and Essential Infori-rati,�n for Safe IIandlino and Use of Sulfuric Acid.
Chemical Safety Data Shect SD-20. Manufacturing Chemists Assn., Washington,
D. C.
4) Occupational Exposure to Sulfuric Acid. HEW Publication No. (NIOSI-I) 74-128.

VI REACTIVITY DATA
'J1)ITIONS CONTRIBUTING To INSTABILITY
( tact with metal powders may release hydrogen, a highly flammable gas. Contact with
bustible materials may cause them to ignite.
:( PATIRILITY Do not pour water into acid. Do not store near nitrates, carbides, chlorates, -
ides, or other combustible organic substances. Do not mix with metal powders as hydrogen,
Highly flammable and explosive gas, can be generated.—
.Y ;DOUS DECOMPOSITION PRODUCTS Hydrogen gas can be generated inside steel drums, tank cars,
trucks, or metal storage tanks. As hydrogen is a flammable gas, expl9sive mixtures
r under certain conditions may result. Smoking, fires, or open lights should not be permitted
a-' these containers. Other products include sulfur dioxide and sulfur trioxide.
'i IO',JS CONTRIBUTING TO HAZARDOUS POLYNER!ZATIONI
V11 DISPOSAL, SPILL OR LEAK PROCEDURES
Aquatic toxicity range set by EPA as Category C, (LC50 range = >10 to 100 n1,/1).
Reference 40 CFR § 118.
'.STE DISPOSAL t,1ETHOD
. in area where spills or leaks can be contained and dispostd of properly. Preferrably
,.__tralize v.:ith lime or soda ash. The resulting sulfate salts may be diluted, land filled, or
ached to sewage plants if local ordinances permit.
Ei'S-i O L'E -TAKEN IF IMATERIAL IS RELEASED OR SPILLED 1
taminated area should be thoroughly flushed down with large amounts of water and soda ash
.I ame spread over area to neutralize residual acidity. If spill is sufficient to contaminate
ev,!er system, neutralize washings ,,.,ith soda ash or other alkaline material.
-1 'RALIZING CHEMICALS
;t.)aa ash, lime, or other alkaline material.
Vill SPECIAL PROTECTION1 INFORMATIO�NI
:al exhaust ventilation may be nec-_�Ssary to limit employee exposure in processes L` : ra__-
ici mist. Ventilation :Fill also bc, necessary to clear storage tanks prior to entry.
I
log:' OSHA regulations for tani; entry.
-CICICPERSONALPROTLCTIVE EQUIP-MENT For acid ',ases and mist concentrations less than 10 times the
T, a chemical cartridge respirator approved by NIOSH for acid gases and mists may be
_= d. Use a full facepiece if eye irritation is noted. See reference (4). For emergencies
se approved self-contained breathing apparatus in pressure demand mode with full facepiece.
Chemical safety ;,o11
ooles. Face shield may be worn.
Rubber gloves should be .,,'orn if body contact is possible.
ijT11F:Fi Ct:T'`11NG AND ECUII't'; NT
Rubber safety shoes, or rubbers worn over leather safety shoes. Wear rubber
apron if body contact is possible.

L:
IX SPECIAL PRECAUTIONS
PRECAUTIONARY
STATEMENTS
Containers and carriers containing corrosive liquid must be properly labeled,
placarded, shipping papers, and transported in accord with Federal regulations
contained in 49 CFR Parts 171 - 177, and other applicable Federal, State and
Local regulations.
OTHER HANDLING AND
STORAGE RECLUIREMENTS
Hydrogen can be generated inside drums and tanks; therefore open lights, smoking
or sparks should not be permitted near open drums or tanks. When diluting with
water, add acid to water - never add water to acid. Do not allow water to enter
storage tank as a violent reaction can occur.
ADDITIONAL REGULATORY CONCERNS
FEDERAL:
FDA When used as a direct or indirect additive to foods or substances
in contact with food substances.
USDA -
CPSC -
TSCA I$ THl1 PRODUCT. OR ALL ITS INGREDIENTS; BEING CERTIFIED FOR INCLUSION ONI THE TOXIC SUBSTANCES CONTROL
INVENTORY OF CHEMICAL SUBSTANCES? Yes
OTHER EPA when used as a pesticide.
STATE: T.Jnknown.
OSHA: Product is a hazardous material as defined by 29 CFR g1 1) 10. 1200 because
it is corrosive to ingest, skin, eyes, and sulfuric acid mist is regulated by
0SI-T1A as an air contaminant.
Product is not listed by the National Toxicology Program, the International
Agency for Research on Cancer, nor the Registry of Toxic Effects of
Chemical Substances (1981-821 as a carcinogen or potential carcinogen.
PREPARED BY Dr. Arthur F. Gohlke
TITLE: Technical Service_Snecialist
CO�.'PANY: Tennessee Chemical Company
devised —' 475 Lenox Rd. NE, Suite 670

MATERIAL SAFETY DATA SHEET
SECTION 1 - PRODUCT IDENTIFICATION
PRODUCT NAME AND SYNONYMS: ECONOFLOAT A-50, A-55, & A-60
CAS NO.: Mixture, does not apply.
CHEMICAL FAMILY: Mixture, see Section VI, Health Hazard Information.
CHEMICAL FORMULA: Mixture, does not apply.
MANUFACTURER'S NAME AND ADDRESS: Nottingham Company
1303 Boyd Avenue NW
Atlanta, Georgia 30318
[phone]
EMERGENCY TELEPHONE NUMBER: CHEMTREC - [phone]
For Chemical Emergency- Spill, Leak, Fire, Exposure, or Accident
CALL CHEMTREC - DAY OR NIGHT
SECTION H - HAZARDOUS COMPONENTS
ACGIH OSHA
COMPONENT WT. % CAS. NO. TLV PEL
C-4 to C-10 Alcohols 30-40 Mixture Not determined.
HMIS RATING: HEALTH: 2
FLAMMABILITY: 2
REACTIVITY: 0
PERSONAL PROTECTION: B
APPEARANCE AND ODOR: Amber liquid with characteristic odor.
MOLECULAR WEIGHT: Mixture, does not apply.
BOILING POINT (DEGREES FAHRENHEIT): Initial 192T.
FREEZING POINT (DEGREES FAHRENHEIT). Not determined.
VAPOR PRESSURE (mm of mercury) : Not determined.
SPECIFIC GRAVITY (WATER = 1): < 1.0 .
VAPOR DENSITY (AIR =1): Not determined.
PERCENT VOLATILE (BY WEIGHT): Not determined.
pH: Not determined.
SOLUBILITY IN WATER: Dispersible.
EVAPORATION RATE (BUTYL ACETATE = 1): Not determined.
SECTION IV - FIRE AND EXPLOSION DATA
FLASH POINT (DEGREES FAHRENHEIT): 110°F PMCC. a
FIRE: EXTINGUISHING MEDIA: Water fog, Dry Chemical, Foam, CO2 .
FLAMMABLE LIMITS (PERCENT BY VOLUME): Not determined.
SPECIAL FIRE FIGHTING PROCEDURES & EQUIPMENT: Keep fire
exposed containers cool with water. DO NOT USE WATER SPRAY AS
PRODUCT MAY FLOAT AND CAUSE FIRE TO SPREAD ON SURFACE.
UNUSUAL FIRE & EXPLOSION HAZARDS: Do not weld, cut or burn any
drums, bulk storage tanks or associated piping used with this product. Heat
generated by' welding, cutting, or burning can cause spontaneous combustion and/or
explosion. An enriched oxygen atmosphere can cause spontaneous combustion
and/or explosion.
HAZARDOUS COMBUSTION PRODUCTS: CO2; CO, nitrogen compounds.
MSDS9 94-0040.1) Approved by:' �- PAGE I OF 4
Revision D Dated: November 24, 1997

SECTION V - REACTIVITY DATA
STABILITY: Stable.
CONDITIONS TO AVOID: Do not store in close proximity with strong oxidizing
agents. Avoid heat, sparks or flame.
INCOMPATIBILITY (MATERIALS TO AVOID): Strong oxidizing agents.
HAZARDOUS DECOMPOSITION PRODUCTS: COz, CO, nitrogen
compounds..
HAZARDOUS POLYMERIZATION: Will not occur.
SECTION VI - HEALTH HAZARD INFORMATION
Regarding directives in the OSHA Hazards Communication Act 1910.1200 paragraph
(i), the specific chemical identity of this product is being withheld as a trade secret.
Information contained in this Material Safety Data Sheet discloses the properties and
effects of this mixture.
EFFECTS OF OVEREXPOSURE:
EYE CONTACT: Liquid is severely irritating to the eyes. Vapors may also be
irritating.
SKIN CONTACT: Liquid is moderately irritating to the skin. Prolonged or
repeated liquid contact can result in defatting and drying of the skin which may result
in skin irritation and dermatitis. Liquid is also moderately toxic and may be harmful if
absorbed through the skin; may produce central nervous system (CNS) depression.
INHALATION: Vapors may irritate the nose, throat and respiratory tract. High
vapor concentrations may cause CNS depression.
INGESTION: Liquid is moderately toxic and may be harmful if swallowed; may
produce CNS depression.
PROBABLE ROUTES OF EXPOSURE: Skin, eyes, ingestion.
EMERGENCY AND FIRST AID PROCEDURES:
EYE CONTACT: Thoroughly flush eyes with running water for at least 15
minutes, see a physician immediately. Remove contact lenses if worn.
SKIN CONTACT: Remove contaminated clothing. Immediately wash skin with
soap and plenty of water. Wash contaminated clothing before use.
INHALATION: Remove victim to fresh air and provide oxygen if breathing is
difficult. Give artificial respiration if not breathing. Get medical attention.
INGESTION: Do not give liquids if victim is unconscious or very drowsy.
Otherwise, give no more than 2 glasses of water and induce vomiting by giving 30cc
(2 tablespoons) syrup of Ipecac.* If Ipecac is unavailable, give 2 glasses of water and
induce vomiting by touching finger to back of victim's throat. Keep victim's head
below hips while vomiting. Get medical attention.
NOTE TO PHYSICIAN: *If victim is a child, give no more than one glass of water
and 15cc (1 tablespoon) syrup of Ipecac. If symptoms such as'loss of gag reflex,
convulsions or unconsciousness occur before emesis, gastric lavage should be
considered following intubation with a cuffed endotracheal tube.
PAGE 2 OF 4
i\/ISDS4 94-0040.D

SECTION VII - TOXICITY DATA
ORAL: Not determined.
DERMAL: Not determined.
INHALATION: Not determined.
CARCINOGENICITY: None of the contents of this product are listed by the
National Toxicology Program, the International Agency for Research on Cancer, nor
the Registry of Toxic Effects of Chemical Substances (1981-82) as a carcinogen.
SECTION VIII - SPECIAL PROTECTION INFORMATION
PERSONAL PROTECTIVE EQUIPMENT:
PROTECTIVE GLOVES: Impervious rubber.
EYE PROTECTION: Safety Goggles, Safety Glasses, or Face Shield
RESPIRATORY PROTECTION (SPECIFY TYPE): Organic vapor canister
mask or self-contained air mask. Use only in a well ventilated area.
VENTILATION:
LOCAL EXHAUST: Mechanical ventilation is usually adequate.
SECTION IX - SPILL. LEAK AND DISPOSAL FRQUEDUKr:S
STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED:
Recover clean material for use as intended. Remaining material can be soaked onto
absorbent and shoveled into waste containers.
WASTE DISPOSAL METHODS:
Dispose of contaminated absorbent material in accordance with local, state, and
federal regulations.
Under RCRA, it is the responsibility of the user of products to determine, at the time
of disposal, whether products meet RCRA criteria for hazardous waste. This is
because product uses, transformations, mixture, processes, etc. may render the
resulting material hazardous.
Waste Classification: Product has been evaluated for RCRA characteristics and does
meet the criteria of a hazardous waste if discarded in its purchased form.
SECTION X - REGULATORY INFORMATION
USDA: Not determined.
CPS: Not determined.
TSCA: Pursuant to TSCA Section 8(e) Paragraph VII(c), this product complies with
all requirements of TSCA.
DOT:
PROPER SHIPPING NAME: Combustible Liquid nos (contains alcohol)
HAZARD CLASS: Combustible.
LABEL REQUIRED: Combustible Liquid.
IDENTIFICATION NO.: NA 1993.
PACKING GROUP: III
NMFC:
item 50227sub 1, Industrial Process Water Treating Compound, Class 60
OTHER PERTINENT INFORMATION: None.
PAGE 3 OF 4
MSDS-4 94-0040.D

EPA: Superfund Amendments & Reauthorization Act (SARA)
Title III; Section 302/304, Extremely Hazardous Substance:
Chemical CAS 4 . Weight Percent R Lbs TP Lbs
None---- ------ ---- -----
Title III; Section 311, Hazard Categorization: Acute, Fire.
Title III; Section 313, Supplier Notification:
This product is known to contain the following chemicals which are listed in 40
CFR 372.65 as toxic chemicals requiring notification:
Chemical CAS # Weight Percent
None --- ---
CERCLA Section 102(a) Hazardous Substance:
Chemical CAS # Weight Percent R Lbs
Isobutyl Alcohol 78-83-1 13 5000
Your receipt of this MSDS fulfills our supplier notification obligation under SARA
Section 313 (40 CFR 372.45). If you resell 6r distribute this product you must by law
furnish a copy of the MSDS and appropriate warning label to your customers,
advising them of their obligations to communicate the information provided here.
SECTION XI - SPECIAL PRECAUTIONS AND COMMENTS
PRECAUTIONS TO BE TAKEN IN HANDLING AND STORING: Store in a
cool dry place, in tightly sealed containers. Do not use unlacquered aluminum. Do
not store next to direct heat or flames.
OTHER PRECAUTIONS: Store drums in a protected area to prevent mechanical
damage. Avoid frequent or prolonged skin contact.
IMPORTANT: The information and data herein are believed to be accurate and
have been compiled from sources believed to be reliable. It is offered for your
consideration, investigation and verification. Buyer assumes all risk of use, storage
and handling of the product in compliance with applicable federal, state and local laws
and regulations. Nottingham Company will not be liable for claims relating to any
party's use of or reliance on information and data contained herein regardless of
whether it is claimed that the information and data are inaccurate, incomplete or
otherwise misleading.
Note: Changes are distinguished by bold italics print.
PAGE 4 OF 4
MSDST 94-0040.D

ATTACHMENT C
PUMP AND PIPE LINE EVALUATION
C2a

- -------- --
r .
- - -----------
45,31 ASO 0
2t
7t3 V/
---- ---- ---
- -- - ---------- --- -
lo" 4-
f/Z
UUU�111"'
2- 464
2-000 12L
60- -

1

9
= w )P- ;
C)
.,Iploo = Pressure Loss In psi per 100 feet
9
M2 a 0 U � OMIM �m
—wr. m MM 0 -3 -A MMMOME
A A AA
IF v TV
CO Cf)
6.1
3i
C
@ 0
Of
b
v-;
m
CD
M TS a iN 1
CD
RO
10M a 12 1.,
MLm Ana 11
cl,
4m
CD
n a
Bw
m
ch
CD
-n c-5
-n cn
0-
cn
'14
0 (D
L3
W
�-:3dldOOSAYCI a

0
SRcL•PUMP
Soft Rubber Lined
PUMP PERFORMANCE CURVE
200
180
160
140
120
ti
100
80
60
40
20
f
0
80
60
.40
20
40
- 20
SIZE: 8 X 6 X 18
FRAME: FOUR
IMPELLER: AC 1800
MAXIMUM SOLIDS:17/a"
DIA.
EYE AREA:
DATE: DEC. 25, 1974
■■■■■■■■■■
■■pn■■■■■:
■■■■■R■
■
■■■
■
■■■■
■■:
■■
■■
■
■■■■■11r,
:
:■u
I
:■o
:.....
%:■�::No
v
....
..
.......■
SKI
"I;
,...
MA
OWMA
OZONE
■
■
WEBB!
SEEN
::
C
ME
0
■NEE:�:
:
...■
�s�:
:�•••:-----:
�s
on:
:E
:.10
:
:
10M
■.
■�:=■::::�:a■::■
::
::
:�■•R
::::
::
.�':
.701=mmmnm��omHill':sa::
s::
:■N��:::::::::'
■■■■■
�
■■E■■■■■
■■.■■mmmIII
:MOSME�
N.::ONE
.
mam,■
.IN
ii-
■
Now
■
HEWW■■RW
.....■.
.■. WEER■■
■
..
00 2 4 6 8 10 12 14 16 18 20

a9Pfi

Note: Beyond 122.8 inches (10.2 ft.) the soil friction
will overcome the tensile force developed by thermal
contraction of the pipeline. This is calculated by
dividing the tensile force in the pipe by the frictional
resistance of the soil (ie: 781.3 lbs. - 6.363 lbs./in. _
122.8 Inches)
Theoretical Movement of Unrestrained Ends:
AL = L•s
AL = (122.8 ins.)(.0024 in./in.) = .295 in.
Design of Collar:
By sidewall fusing branch saddles capable of taking
the shear force onto the pipe near the terminal
connection, and then pouring a square concrete
collar around the pipe and branch saddles into
undisturbed soil, the tensile force of 781.3 lbs. is
removed from the pipe connection and is evenly
distributed into the soil. Assume a collar 12 inches
square and 6 inches wide is used.
Area of Collar = (12" x 12") —
(Cross Sectional Area of Pipe)
A = (144 — 16) sq. in.
A = 128 sq. in. surface area
Compressive Stress on soil due to load transfer by
collar face:
S = F--A
S = 71.3 lbs. --128 sq. in. = 6.1 psi
EXAMPLE DESIGN SUMMARY
Under a 20°F instantaneous temperature change, a
4" SDR 15.5 pipeline 1000 ft. long buried five feet
deep will try to change length .295" at each end. The
pipe is restrained by soil friction from further
contraction. A concrete collar with a square face of
12" x 12" will absorb the tensile force of 781.3 lbs. due
to thermal contraction, and distribute it into the soil at
a compressive soil stress of 6.1 psi.
Circumferential coefficient of expansion is
0.6 x 10-4 in/in/°F.
Chart 16
Driscopipe Pressure Rating (psi) vs. Temperature (°F)
Hoop
Pipe SDR
-
Temp.
Stress
OF
(psi)
32.5
26
21 119
17 .15.5
13.5
11
9.3
50
1820
58
73
90 00
113
125
145
180
215
60
1730
55
69
86 96
108
119
138
170
207
73.4
1600
51
64
80 90
100
110
128
160
190
80
1520
48
60
76 85
95
105
122
150
182
90
1390
44
56
70 77
87
96
111
140
167
100
1260
40
50
63 70
79
87
101
125
150
110
1130
36
45
57 63
.71
78
90
113
135
120
1000
32
40
50 56
63
69
80
100
120
130
900
28
36
45 50
56
62
72
90
108
140
800
25
32
40 45
50
55
64
80
96
Chart 17
Instantaneous
Modulus
of Elasticity
i vs. Temperature
140°F . .
. . . . . . .
. . . .
. . . . . . .
50,000 psi
.......
1
3.40F
73.4°F
1 00
0
50°F .
. . .. . . .
..........
. . . . .
1 000 psi
32°F . .
. . . . . . .
. . . .
. . . . . . .
200,000 psi
0°F
. .
. . ..
. . .. . . . .
260,000 psi
—20°F . .
. . . . . . .
. . . .
. . . . . . .
300,000 psi
31

ATTACHMENT D :
UPSLOPE DITCH EVALUATION
62S

I , -
-- ------ ----- ---
I !%(j
---------
- --
4, Pole
------------------- -----------
r
-------------------------------- ------

EVAHU-GOWtt Ju' IU DU"
NERA LITY T COMF""

0
a5
0
a�
0
ca
c
0
Q
a�
0
E
a�
N
0
E
0
t
m
Note:
Use nomograph Tc for natural basins with well-defined channels, for overland
flow on bare earth, and for mowed -grass roadside channels.
For overland flow, grassed surfaces, multiply Tc by 2.
For overland flow, concrete or asphalt surfaces, multiply Tc by 0.4.
For concrete channels, multiply Tc by 0.2.
Figure 8.03a Time of concentration of small drainage basins.
Tr(min)
200
100
50
10
5
417 5
8.03.4

Appendices
20
15
. � I 10
L
n 4
a)
L
U
2
.N
C
(D
I
0.8
ro
0.6
c
0.4
0.2
01
■■lll
■■■■�mm
MEN■■■
■Nip■■■■■c��■■■■■�■■
. • •
■NNa�����
MINIM
5 10 20 40 60 2 3 4 6 8 12 18 24
1 Minutes Hours
Duration
Figure 8.03f Rainfall intensity duration curves —Asheville.
20
15
Charlotte
10.
8
6
o ,4
4 i er�r7p
°°
c 2s° d`y�
0.8
0.6
c
.@ 0.4
0.2
0.1
5 10 20 40 60 2 3 4 6 8 12 18 24
Minutes - Hours
Duration
Figure 8.03g Rainfall intensity duration curves —Charlotte.
8.03.7

G�it't/< �'1=U�3� �r65c���fo�!
b�ltZdZ 3�� Z°3�la
r- ----_
6 -t 2d 74
7���1�
"i
.i F�
:i tom°

2:1
0 %l
0 P/
0 of
006
OPT
o0L
-OB%
- OSi
- OZ
007
• o�•o `y
•o�n
OTT
gro Qi
• 0 t'O
sso
oE•0
•52v
oz n
si•o
:L CHART
b = 2 FT.

Appendices
©r3� 4.
.08
CU
.06
04
.02
.I
Step 10. For grass -lined channels once the appropriate channel dimensions
have been selected for low retardance conditions, repeat steps 6 through 8 using
a higher retardance class, corresponding to tall grass. Adjust capacity of the
channel by varying depth where site conditions permit.
NOTE 1: If design velocity is greater than 2.0 ftjsec., a temporary lining
may be required to stabilize the channel until vegetation is established.
The temporary liner may be designed for peak flow from the 2-yr storm.
If a channel requires temporary lining, the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation. For the design of temporary liners,
use tractive force procedure.
NOTE 2: Design Tables —Vegetated Channels and Diversions at the end
of this section may be used to design grass -lined channels with parabolic
cross -sections.
Step 11. Check outlet for carrying capacity and stability. If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection struc-
ture will be required (Table 8.05d, pg. 8.05.9).
Sample Problem 8.05a illustrates the design of a grass -lined channel.
-.-MENIMMEN
W�
010110
oil
Longer t—hm 30"
..
than 2"
0111206.
n
111...
X,
`".■.B�_
\ki
___i���_
Q11�.2 Ufr3t� .4 .6 .8 1.0
VR, Product of Velocity and Hydraulic Radius
6 8 10 20
Figure 8.05c Manning's n related to velocity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralulic Radius (4.54.54=2.43), then enter the product of VR and extend a
straight line up to Retardance class "D", next project a straight line to the left to determine a trial manning's n.
Rev. 12193 8.05.7

ATTACHMENT E :
BORING LOGS AND SOIL TEST RESULTS
62S

UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR
GROUP
TYPICAL NAMES
LABORATORY CLASSIFICATION CRITERIA
DIVISIONS
SYMBOL
y
WELL GRADED GRAVELS,
Gy �
D 2
60
c
;
GW
GRAVEL -SAND MIXTURES,
o
C -_ > 4 1 < C (D30)
u < 3
LITTLE OR NO LINES.
10 DIO x D60
.,
v 4 WAN
� W � 1"
POORLY GRADED GRAVELS,
NOT MEETING ALL GRADATION
GP
GRAVEL -SAND MIXTURES,
LITTLE OR NO LINES.
-
Q W 0.Q
REQUIREMENTS FOR GW.
W S
o
ti vtb-o
$
e�.
H
CM
SILTY GRAVELS,
GRAVEL -SAND -SILT MIXTURES.
W v ggqw,
W
ATTERBERG LIMITS ""
BELOW ALINE OR
ABOVE "A" LINE WITH
F
W
?o4�
5 W 4
P I. LESS THAN 4.
P.I. BETWEEN 4 AND 7
ARE BORDERLINE
N G
a m
a
W
ti
> N
y��
q �
ti p
CASES REQUIRING USE
OF DUAL SYMBOLS.
ATTERBERG LIMITS
CLAYEY GRAVELS,
GRAVEL -SAND -CLAY MIXTURES.
�� '
ABOVE "A" LINE WITH
q
v
q U W tgh4bg
P.I. GREATER THAN 7.
W ti E,
W Q ���
y
M
W
Sw
WELL GRADED SANDS,
GRAVELLY SANDS,
rn
o o
D 2
Cu = > 8 1 < C� _ (D30) < 3
�
LITTLE OR NO LINES.
W Nib
10
DIO x D6O
q c
y
ti
gxyr'i
POORLY GRADED SANDS,
NOT MEETING ALL GRADATION
a q
o a
y�
W
q o
F N N
O
a
N
G
SP
GRAVELLY SANDS,
LITTLE OR NO LINES.
x
W � o
REQUIREMENTS FOR SW.
y
F
SM
SILTY SANDS,
4
F
ATTERBERG LIMITS
BELOW "A" LINE OR
4 a
ti W
SAND -SILT MIXTURES.
r
P.I. LESS THAN 4.
LIMITS PLOTTING IN
HATCHED ZONE WITH
A y
W
y y
v y k
P.I. BETWEEN 4 AND 7
q N
CLAYEY SANDS,
N N W
1
ATTERBERG LIMITS
ARE BORDERLINE
CASES REQUIRING USE
SC
SAND -CLAY MIXTURES.
Er'
W b i
ABOVE "A" LINE WITH
OF DUAL SYMBOLS.
W
q 0i y U
P.I. GREATER THAN 7.
INORGANIC SILTS, ROCK FLOUR,
L PLOT INTERSECTION OF AND LL AS DETERMINED FROM
ML
VERY FINE SANDS, SILTY OR
ATTERBERG LIMITS TESTS.I.
p
CLAYEY FINE SANDS, CLAYEY
2. POINTS PLOTTED ABOVE a LINE INDICATE CLAY SOILS,
y n
SILTS WITH SLIGHT PLASTICITY.
THOSE BELOW THE A LINE INDICATE SILT.
V
INORGANIC CLAYS OF LOW TO
70
CL
MEDIUM PLASTICITY, GRAVELLY
C i?
CLAYS, SANDY CLAYS,
60
SILTY CLAYS, LEAN CLAYS.
CH
`4
y
OL
INORGANIC SILTS AND ORGANIC
50
PL
u� a
SILTY CLAYS OF LOW PLASTICICTY.
CL
o
40
0
INORGANIC SILTS, MICACEOUS OR
W 30
W
MH
DIATEMACEOUS FINE SANDY OR
SOILS, ELASTIC SILTS.
q
0 o
SILTY
�'(1
20
v
v y
q F
CH
INORGANIC CLAYS OF HIGH
PLASTICITY, FAT CLAYS.
y i0
MH
OH
7
w
�°
0. 4
0
ML
OL
0 10 20 30 40 50 60 70 80 90 100
y
OH
ORGANIC CLAYS OF MEDIUM
a
HIGH PLASTICITY, ORGANIC SILTS.
y
LIQUID LIMIT (LL)
PEAT AND OTHER HIGHLY
PLASTICITY CHART
PI
ORGANIC SILLS.
o�
14
ENGINEERING do ENVIRONMI
SCIENCE COMPANY
UNIFIED SOIL CLASSIFICATION SYST%.- RALEIGH, 3ooe NORTH DR.. SUITE
NOH CAROUNA
ASTM DESIGNATION D-2487#
G2S [phone]

ENGINEERING Qt ENVIRONMENTAL
6�^ SCIENCE COMPANY
3008 ANDERSON DR.. SUITE 102
RALEIGH. NORTH CAROLINA 27609
.[phone]
KEY TO SOIL SYMBOLS AND CLASSIFICATION
The abbreviations commonly employed on each "Record of Subsurface
Exploration". on the figures and in the text of the report, are as
follows:
I. SOIL DESCRIPTION
(a) Cohesionless Soils
Relative Density
N. blows/ft.
Very Loose
0 to 4
Loose
5 to 10
Medium Dense
11 to 30
Dense
31 to 50
Very Dense
Over 50
(b) Cohesive Soils
Consistency
Qu, TSF
N, blows/ft.
Very Soft
Less Than .25
0 to 3
Soft
.25 to .50
4 to 5
Medium Stiff
.50 to 1.00
6 to 10
Stiff
1.00 to 2.00
11 to 15
Very Stiff
2.00 to 4.00
16 to 30
Hard
Over 4.00
31 or more
II. PLASTICITY
Degree of
Plasticity
Plasticity Index
None to Slight
0 to 4
Slight
5 to 10
Medium
11 to 30
High to Very High
Over 30
III. RELATIVE PROPORTIONS
Descriptive Term
Percent
Trace
1 to 10
Little
11 to 20
Some
21 to 35
And
36 to 50
IV. PARTICLE SIZE IDENTIFICATION
Boulder: 8 inch diameter or more.
Cobbles: 3 to 8 inch diameter.
Gravel:
Coarse: 3/4 to 3 inch.
Fine: 5.0 mm to 3/4 inch.
Sand:
Coarse: 2.00 mm to 5.0 mm.
Medium: 0.40 mm to 2.00 mm.
Fine: 0.07 mm to 0.40 mm.
Silt: 0.002 mm to 0.07 mm.
Clay: up to 0.002 mm.
V. SOIL PROPERTY SYMBOLS
N: Standard Penetration Resistance:
Number of blows by a 140 lb.
hammer dropped 30 inches required
to drive a 2" O.D. split —spoon
sample one foot.
Qu: Unconfined Compression Strength, TSF
Q: Penetrometer Unconfined Compression
Strength, TSF
Od: Natural Density, PCF
V: Apparent groundwater level at time
0: Noted after completion
Mc: Water Content
LL: Liquid Limit, %
PL: PLastic Limit, %
SL: Shrinkage Limit
PI: Plasticity Index
LI: Liquidity -index (Mc=PL/PI)
e: Void Ratio
Gs: Specific Gravity of Solid Particles
k: Coefficient of Permeability
is Hydraulic Gradient
q: Rate of Discharge
h: Hydraulic Head or Potential

CLIENT: Zemex Corp. BORING NO.: P-1 DATE: 09109198
PROJECT NAME: Bear Creek Plant JOB NO.:
PROJECT LOCATION: Mitchell County STATION:
.BORING METHOD: HSA FOREMAN: Dais Ferrell
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**SPT
a
WELL DIAGRAM
w
DESCRIPTION &REMARKS
��
aw
�
ww
any
ca
�j
2I3
Av
hq
�R
S
W
o
02
�U
VFWF
SURFACE ELEVATION: 128ZO (TOC)
w
x
Ceiw
q
T
Topsoil and root mat
05
Reddish —brown & maroon silty/ CLAY (MH), with minor
black mica particles, moist
5
8-7
14-18
4.0
7.0
Reddish —brown to dark —brown fine sandy SILT (ML), with
,
minor black mica particles & feldspar and quartz fragments
moist to very moist
10
11-34
34-40
2 0
14.0
Reddish —brown, white, & mica mottled SILT (ML), wet
15.0
13-13
0.75
—
15
11-2
Reddish —brown, black & light —brown mottled highly
—
micaceous SILT (ML), wet.
20
22.77
X.
Auger refusal at 22.77 feet
25
WELL LEGEND
®-BENTONITE
EJ -SAND
-2"DIA. No.10 SCREEN,
SCHEDULE 40 PVC
-2" DIA. PVC
30
SOLID PIPE
35
BORING METHOD GROUND WATER
HSA — HOLLOW STEM AUGER NOTED ON RODS FT. _ AFTER HRS. FT.
CFA — CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC — DRIVEN CASING PARTS PER MILLION � AT COMPLETION FT. _ AFTER HRS. FT.
MD — MUD DRILLING
RC — ROCX.CORING "STANDARD PENETRATION TES AFTER HRS. FT. AFTER HRS. FT.

CLIENT: Ze7nex Corp. BORING NO.: P-2 DATE: 09 O9 9B
PROJECT NAME: Bear Creek Plant JOB NO.:
PROJECT LOCATION: Mitchell County STATION:
BORING METHOD: HSA FOREMAN. Dan Ferrell
ROCK CORE DIA.: INSPECTOR:
SHELBY . TUBE O.D
**SPT
WELL DIAGRAM
DESCRIPTION & REMARKSh
no Q4
qF
w�
as
�5
o
oy
SwF
„
SURFACE ELEVATION: 1oeo2 (Toc)
w
a
.
Topsoil and root 7ncLt
Reddish —brown slighty micaceous silty CLAY (CHIMH)
very motst
Feldspar fragments at 4S to 5.0 ft
5A
tJ—B
5
1
10-16
IB
Reddish —brown, gold and black very micaceous SILT (ML)
wat
—
2
3-4
4-4
1.0
10
12A
Boring terminated at 12.0 ft
15
20
WELL LEGEND
® —BENTONITE
25
—SAND
—2"DIA. No.10 SCREEN,
SCHEDULE 40 PVC
—2" DIA. PVC
SOLID PIPE
30
35
BORING METHOD GROUND WATER
HSA — HOLLOW STEM AUGER i0 NOTED ON "RODS FT. — AFTER HRS. FT.
CFA — CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC — DRIVEN CASING PARTS PER MILLIONyn'.W7 AT COMPLETION FT. _AFTER HRS. FT.
MD — MUD DRILLING
RC — ROCK CORING "STANDARD PENETRATION TEST AFTER HRS. , FT. AFTER HRS. FT.

Zemex Corr. BORING NO.: P-9 DATE: 09 10 98
AME: Bear Creek Plant JOB NO.:
F
OCATION: Mitchell County STATION:
BORING METHOD: HSA FOREMAN: Dan Ferrell
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**SPT
WELL DIAGRAM
m
a
DESCRIPTION & REMARKS
N w
9X,
rA
F z
�o�
o
>
o�
yWti
22IJ„
r
h
Q�
W
C
:21 V
-q:i
:
V4
SURFACE ELEVATION: 98.05 (TOC)
oa
x
1
To soil and root mat
Reddish —brown, ,gold & black, very micaceous, SILT (ML),
very moist
5
1
8-5
4-5
1.0
Wet after 5 ft.
Feldspar and quartz fragments after 9 ft.
2
18-28
0.76
10
21—H
—
Boring terminated after LZ1 ft
15
20
W . T, , r, F r FF IV
®-BENTONITE
25
-SAND
-2"DIA. No10 SCREEN,
SCHEDULE 40 PVC
-2" DIA. PVC
SOLID PIPE
30
35
BORING METHOD GROUND WATER
HSA — HOLLOW STEM AUGER NOTED ON RODS FT. _ AFTER HRS. FT.
CPA — CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC — DRIVEN CASING PARTS PER MILLION ;qqV AT COMPLETION FT. S AFTER HRS. FT.
MD — MUD DRILLING
RC — ROCK CORING **STANDARD PENETRATION TEST AFTER HRS. FT. _ AFTER HRS. FT.
�L�

I
CLIENT: Zemex Corp. BORING NO.: P-4 DATE: 09 10 96
PROJECT NAME: - -- Bear Creek Plant . JOB NO.:
PROJECT LOCATION: Mitchell County STATION:
BORING METHOD: HSA FOREMAN: Dan Ferrell
ROCK CORE DIA.: INSPECTOR-
SHELBY TUBE O.D.:
**SPT
WELL DIAGRAM
•�•
ti
DESCRIPTION & REMARKS
4
D�
Cqr4y
ca
0.
��
0.�
j
A
yq
hx
O
O
"
C�
SURFACE ELEVATION: 12329 (TOC)
w
a
ow
4
Topsoil and root mat
Light reddish —brown & reddish —brown mottled sandy. silty
-
CLAY (CL) , +hoist
5
1
5—B
15-12
4.0
10
-
2
-- 4-6
B-10
- -
-
-4D
—
Reddish —brown, and minor black micaceous SILT (ML), vary moist
—
Feldspar fragements after 14 ft.
—
15
3
I6-20
1.5
—
26-26
—
B—B
0.5
—
20
4
14-14
=
22.2
1
1
1
1—
Auger refusal at 222 ft.
WELL LEGEND
®-BENTONITE
25
EI-SAND
-2"DIA. No.10 SCREEN,
SCHEDULE 40 PVC
-2" DIA. PVC
SOLID PIPE
30
35
BORING METHOD GROUND WATER
HSA — HOLLOW STEM AUGER NOTED ON RODS AFTER—HRS. FT.
CFA — CONTINUOUS FLIGHT AUGER �ORCANIC VAPOR METER, NOTED FT. _
DC — DRIVEN CASING PARTS PER MILLION "•7 AT COMPLETION FT. AFTER—HRS. FT.
MD — MUD DRILLING
RC — ROCS CORING -STANDARD PENETRATION TEST AFTER—HRS. FT. AFTER—HRS. FT.

CLIENT: Zemex Corp. BORING NO.: B-1 DATE: 09110198
PROJECT NAME: Bear Creek Plant JOB NO.:
PROJECT LOCATION: Mitchell County STATION:
BORING METHOD: HSA FOREMAN: Dan Ferrell
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**SPT
WELL DIAGRAM
E"
DESCRIPTION & REMARKStz
W
WW
SURFACE ELEVATION:
Al
x
oW
4
Topsail & roots
0.5
Reddish —brown silty CLAY (CHIMH), moist
..
with minor bllck mica particles
5
5.0
1
0-7
7-10
9.0
y
6-7
30-40
Reddish —brown micaceous SILT (ML), black mottled, moist
10
Quartz and feldspar fragments after 10 ft.
11.5
Auger refusal at 11.5'
15
20
25
30
35
BORING METHOD GROUND WATER
HSA — HOLLOW STEM AUGER £' Q NOTED ON RODS FT. _ AFTER HRS. FT.
CFA —CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC — DRIVEN CASING PARTS PER MILLION 1:,AjU7 AT COMPLETION FT. _ AFTER HRS. FT.
MD — MUD DRILLING
RC — ROCK CORING #tSTANDARD PENETRATION TEST ' AFTER - HRS. FT. AFTER—HRS. FT.
M

CLIENT: ZeTnez Corp. BORING NO.: D-2 DATE: 09110198
PROJECT NAME: Bear Creek Plant JOB NO.:
PROJECT LOCATION: Mitchell County STATION.
BORING METHOD: HSA FOREMAN: -Dan Ferrell_
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**SPT
x
w
WELL DIAGRAM
DESCRIPTION &REMARKS
F
Fw
gy-4gq
SURFACE ELEVATION:
w
a
Topsail & roots
0.5
Reddish —brown silty CLAY (CHIMH), moist
with minor baack mica particles
5
5.0
1
5-7
7-10
gD
2
6-7
30-40
Reddish —brown micaceous SILT (HL), black mottled, moist
10
Quartz and feldspar fragments after 10 ft.
Auger refusal at 11.9
15
20
25
30
35
BORING METHOD GROUND WATER
HSA — HOLLOW STEM AUGER NOTED ON RODS FT. AFTER HRS. FT.
CFA — CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC — DRIVEN CASING PARTS PER MILLION i AT COMPLETION FT. AFTER—HRS. FT.
MD — MUD DRILLING
RC — ROCK CORING **STANDARD PENETRATION TEST, AFTER—HRS. FT. AFTER HRS. FT.
vLV

CLIENT: Zemez Corp. BORING NO.: 13-9 DATE: 09110196
PROJECT NAME: Bear Creek Plant JOB NO.:
PROJECT LOCATION: Mitchell County STATION:
BORING METHOD: HSA FOREMAN: Dan Ferrell
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D:
**SPT
WELL DIAGRAM
DESCRIPTION & REMARKS
a -
�"
w .w,
44
��
�FF
rq
SURFACE ELEVATION:
"n
Topsoil & roots
0.6
Reddish —broom silty CLAY (MH), moist
5
5.5
1
10-7
6-7
10
15
20
25
30
35
BORING METHOD GROUND WATER
A —HOLLOW STEM AUGER CF� NOTED ON RODS FT. _ AFTER—HRS.—FT.
CFA —CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC —DRIVEN CASING PARTS PER MILLION `� AT COMPLETION FT. ® AFTER—HRS.—FT.
MD — MUD DRILLING
RC — ROCK CORING -STANDARD PENETRATION TEST AFTER HRS. FT. 1W AFTER—HRS.—PT.

CLIENT: Zemex Corp. BORING NO.: TP-1 DATE: 09110198
PROJECT NAME: Bear Creek Plant JOB NO.:
PROJECT LOCATION: Mitchell County STATION:
BORING METHOD: Track hoe FOREMAN: Dan Ferrell
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**SPT
x
WELL DIAGRAM
a
DESCRIPTION &REMARKSEl
F
4�
4i
aa�
w
�E'h
Av
y4
��
W
o
�
02
a
s
w
-qw
SURFACE ELEVATION:
w
g
Topsail & roots
0.6
Cray silty SAND (SM), with bolders to 1' dia. moist
3.0
Reddish —brown silty CLAY CH MH , moist
5
7.0
Reddish=brown and black, micaceous sandy SILT (ML), vary
moist to wet
10
15
17.5
20
25
30
35
BORING METHOD GROUND WATER
HSA — HOLLOW STEM AUGER
CPA — CONTINUOUS FLIGHT AUGER `ORGANIC VAPOR METER, 0 NOTED ON RODS FT. AFTER—HRS.—FT.
DC — DRIVEN CASING PARTS PER MILLION 114JE7 AT COMPLETION FT. AFTER—HRS.—FT.
MD — MUD DRILLING
RC — ROCK CORING *oSTANDARD PENETRATION TESTP= AFTER HRS. FT. 'Vv AFTER HRS. FT.

CLIENT: Zemez Corp... BORING NO.: TP-2 DATE: 09110198
PROJECT NAME: Bear Creek Plant JOB NO.:
PROJECT LOCATION: Mitchell County STATION:
BORING METHOD: Track hoe FOREMAN: Dan Ferrell
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D :
**5PT
6�
a
F
WELL DIAGRAM
a
DESCRIPTION & REMARKS
q
�y
¢zF
SURFACE ELEVATION:
'�
w
Topsoil & roots
:0.5
Light, roddish—brown silty. CLAY (CHIM14 moist
-
5
s.o
Light-6rmon and black micaceous sandy SILT (ML), moist to very
moist
10
15
28.5
20
25
30
35
BORING METHOD GROUND WATER
XSA — HOLLOW STEM AUGER 0 NOTED ON RODS FT. _ AFTER HRS. FT.
CFA — CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC —DRIVEN CASING PARTS PER MILLION f `� AT COMPLETION FT. _ AFTER HRS. FT.
MD — MUD DRILLING
RC — ROCK CORING **STANDARD PENETRATION TEST ._ AFTER—HRS. FT. _AFTER HRS. FT.
c

CLIENT: Zemea Corp. BORING NO.: TP—s DATE: 09110196
PROJECT NAME: Bear Creek Plant JOB NO.:
PROJECT LOCATION: Mitchell County STATION:
BORING METHOD: Track Hoe FOREMAN: Dan Ferrell
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**EPT
w
WELL DIAGRAM
mC4a
E�
DESCRIPTION & REMARKS
��
!M
W
Fw
4F
a�D3
pq
�FF
wv
F
Ca
D
_O
SURFACE ELEVATION:
04
Topsail & roots
0.5
Light —brown SILT (ML) with quartz and feldspar fragments,
moist
5
5.0
Reddish —brawn, maroon and black, micaceous SILT (ML),
vary moist '
10
14.0
15
20
25
30
35
BORING METHOD GROUND WATER
HSA — HOLLOW STEM AUGER
CFA — CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER, 0 NOTED ON RODS FT. _ AFTER—HRS.—FT.
DC — DRIVEN CASING PARTS PER MILLION {Q AT COMPLETION FT. AFTER—HRS.—PT.
MD — HUD DRILLING
RC — ROCK CORING **STANDARD PENETRATION TEST _ AFTER—HRS. FT. _ AFTER—HRS. FT.
�L�

Ze�mex Corp.
FPROJECT
BORING NO.: TP-4 DATE: 09/10/98
AME: Bear Creek Plant
JOB NO.:
PROJECT LOCATION: Mitchell County
STATION:
BORING METHOD: Track hoe
FOREMAN:
Dare Ferrell
ROCK CORE D'IA.:
INSPECTOR.
SHELBY TUBE O.D.:
**SPT
be
9: F
WELL DIAGRAM
a
DESCRIPTION & REMARKS
�
a
El'
q
Q rn
02
�
rn
a
V
0
eZ
0
o
NWh
SURFACE ELEVATION:
raQ
Topsail & roots
•0.5
Brown sandy silty CLAY (CL), trace of feldspar fragments`
moist to very moist
5
7.0
_
Light reddish —brown and black, micaceous SILT (ML).
moist to very moist
10
Fhite and maroon mottled after 12 ft.
i
15
20
25
30
35
BORING
HSA'—
CFA =
DC —
MD —
RC —
18.0
METHOD
HOLLOW STEM AUGER
CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DRIVEN CASING PARTS PER MILLION
MUD DRILLING
ROCK CORING **STANDARD PENETRATION TEST
0
j 141[7
NOTED
AT COMPLETION
AFTER
ON RODS
HRS.
GROUND
WATER
AFTER—HRS.—FT.
AFTER—HRS. FT.
AFTER—HRS. FT.
FT.
FT.
FT.

CLIENT: Zemex Corp. BORING NO.: TP-5 DATE: 09110198
PROJECT NAME: Bear Creek Plant JOB NO.:
PROJECT LOCATION: Mitchell County STATION:
BORING METHOD: Track Hoe FOREMAN: Dan Ferrell
ROCK CORE DIA.: INSPECTOR:
SHELBY TUBE O.D.:
**SPT
w
WELL DIAGRAM
m
DESCRIPTION & REMARKS
w,w
a
5z
qow
as
w
y
q..
hw
Q
-q:4
SURFACE ELEVATION:
g
Topsoil & roots
0.6
`
Brown silty CLAY (CL), moist
5
Trace of mica after 5 ft.
10
14.0
Light reddish —brown and black micaceous SILT (ML).
15
very moist, trace of feldspar fragments
18.0
20
25
30
35
BORING METHOD GROUND WATER
HSA — HOLLOW STEM AUGER 0 NOTED ON RODS FT. _ AFTER—HRS.—FT.
CFA — CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER,
DC — DRIVEN CASING PARTS PER MILLION 11U7 AT COMPLETION FT. AFTER HRS. FT.
MD — MUD DRILLING
RC — ROCK CORING **STANDARD PENETRATION TEST; AFTER—HRS.—FT. AFTER HRS. FT.
'�t)

FALLING HEAD PERMEABILITY TEST
Project: ��u�-C�P�� r/yN Test By:
r
Location: � << `Gy�CGl Reviewed By:
h=l 2.303aL/AtI[log1o(ho/hf) ]RT
L=sample length, cm: 12., %®
RT=temperature correction factor for
viscosity of water different than
at 200 C _
A=sample area, cm2: 1.16, 5
t=elapse time,sec.
hJ= initial height of water head, cm
h = final height of water head, cm
f -
a =inside area of standpipe, cm-: ei u
62S

ATTERBERG LIMITS TEST
I Date
project: Arlo
i
Test BY:
Location:
c� Reviewed By:
J
LIOUID LIMIT TEST
wt. wet - tare,g
wt. dry - tare,g
moisture weiaht, g
tare No.
tarp ight,c
dry we-Cht,c
moil-urc content,
1 1 I r 1 1
correc z i Gn _.c•.- tJr
Corr. Molssture CCntc:lt,
�u�c
�
G0,3q
Z i
3
2Z,231
����
� o�f2
3�,tr
5 0,0�1
7,?
61,7
-7"Tl
25 i
5-
PLASTIC LIMIT TEST
Swt. 7J
wet - tare,g
wt. dry - tar , g
moisture weight,g
tare NO.
tare weight, g
2G,z�6
dry we i ght, g
moisture content A19
Average Moisture Content: pl J _
P I = LL - PL :
h;t;"
D 423
TABLE 1 N'Rlues of 1.�. 25
��`== I' io !I �'
1 �' 2?

ATTERBERG LIMITS TEST
Project: /���
Date: F-.
t Test By: It:
Location: A—
f
Reviewed By:
v "
wt. wet tare,g
wt . dr'v' - tare , g
moisture weight,g
tare No.
tare welgnt,C
d ry �Ve-ght, g
moisture con tent,cs
rio. b10-;�s
correCticn actor
Corr. Moisture Conte=1t
.•! . '!! e - tare , Q
vet . dr- - tare , g
moisture weight,g
tare No .
tare weight,g
dry weight,g
moisture content,'
Average Moisture Content:
LIOUID LIMIT TEST
6 3A
?M 4
13
j�/
%r /7
I 2- ,�f�r lj 5
"2r� F
s. 3 46. 31
4%
I i
PLASTIC LIMIT TEST
503
� I
22•-?l
33.C2
qv O
PI = LL - PL 3' 5P
"' "
D 423
TABLE 1 Values of =5
n p •;
q _
i
09
67
-

ATTERBERG LIMITS TEST
Project:
Location:
A,il
���,©,
wt. wet } tare,g
wt. dry - tare,g
moisture weight,g
tare No.
tare weight,g
dry weight,g
moisture content,%
No. blows
correction factor
�:= �
corr. moisture con��nL-,
Date: �// y: . 7/yC
�J
Test B `�
Reviewed By:
LIQUID LIMIT TEST
s': f o-:9
-i 7s, f I
��,
-
I
Average Corrected i.rp; sturc Content : !;
PLASTIC LIMIT TEST
y
w�. Wei tare,g
tare,g
wt . dry
moisture weight, g
;
tare No.
tare weight, g
f�
dry weight, g
moisture content, g
Average Moisture Content: :�-'Fd4
PI = LL — PL : /7, 3
ajj(7 D 423
TABLE I Values of l "•,'25" '
(V/iS to io
v I
II
`. ,
(
20 U )-q
,, I
U ,)
.I 0.Q"Q
,G
I., CO) Ula
U 98`
:h i
I QU> ill I„
- 0,99U
- I
I I n9 i
P2,

ENGINEERIN(; & ENVIRONMENTAL SCIENCE COMPANY
3008 ANDERSON DRIVE, SUITE 102
RALEIGH, NC 27609
[phone]
1 MOISTURE DENSITY RELATIONSHID
I I 9/12/98
I I I I I I Job No. Date
I I I I I I I I Project Name and Location Beit'Creek Plant, Mitchell
130 11 1 1 I I I
I I 1 I I I County, ]P-1
I I I I I I - p-1, Oft to loft, Auger Cuttings
I I I I I I I Source of Material
I I I I I I I Clayey SILT (MH)
125 I I I I I I I I I Description of Material
I I I I I I I I I I I
I I I I I! I! I I
I I I I I I! I I Material Designation
I I I I I I I l i l ASTM-D-698
120 I I I I I I I i l I Test Method
I I I I I I I I I
I I I I I I I I I I I
I I I I I! I I I I I N
115
I ! ( I ! ! !
U 1-1 0
! !
i
n 10J5 ! I ! !
I I I I !! I! I! I I! I I I I I I
100
} 95 11
! ! I I I I I 1 I i ! I I I I I I I I I I
I I I I I I I I I I I I I I I I I I
90
I! I I I I I I I I I I I I! I I I I I I I
I I I I I I I I I I I I I I I
w
TEST RESULTS
Maximum Dry Density 87•5 PCF
29.5
Optimum Water Content °o
CURVES OF 100°a SATURATION
! FOR SPECIFIC GRAVITY EQUAL TO:
I I 2.80
' I
- 2.70
III
75
0 5 10 15 20 25 30 35 40 45
%AlotnhO JPCFORM NO 261D6A

ATTACHMENT F :
EMBANKMENT STABILITY EVALUATION
e2S

--
d
-------
FW
_ � �---ter-- - --- --- - --- ---- -- -- -
.;
%oz-
---------- I--------- - ----- - --------- - P.►' �r2��'o a � v � � . /ram.
_
Av - J %t�5- s�✓vr %! 6�roPa��✓ --- - — / ®_--
r
i .
. ------ Wit.- ------- -- ---- --- - - __ .
�' S
_-1-2 5 - ----
Z

�iQoo

0
Fig. 4.35
Per/off et
0,
0
x/H=0
x/H
t
H L/H=�
z/H
0.5
5
0 1 3
I
U.5 1 5 10 50
z/H
I'
-' I
.r/H = (L + H cot a)/H
L
r(L
Hx/H
7/Hica)IH
z/H
t
3
- L'11=5
- 0.5 0
t n;
z'll
:e diagrams for vertical normal stress alone
I I I I I 1 III .
Hx.11=0 i
r/Il
=1H
`•� 5
0 ,5 3
I \
_ 1
i
0
i
u.5 I 5 10 50
1.0
0.8
0.6
0.4
1.0
0.8
0.6
0.4
I I I I I I I I I
x/H = (L + H cot a)/2H
L
H s/H
(L + H cot a)/i2H
z/H
0.5
11
L/H=W
I.I �•� 1 5 10 50 100
z/H
I I I III I I I I I I I
x/H = 3(L + H cot a)/2H
rL1 /l .r/ll
i
3(L + 11 cot a)12_H
_1
vo, awal ZC-Ullb -C rV elastc eIIII)GnKrnent, µ = u.s, of = l b . IArter
1.0
0.8
0.6
0.4
1.0
0.8
0.6
0.4
0.2
0
I I � I I I III I I I I
L r,•/1=IL+//cot a1;211
• 11 L; 11 =
(L + H cut
3
I \- 0.5
I i I�I I O
1 0.5 ' 1 5 10 50 100
x/11 = 3(L +11 rot a)12ll
H
ll1 3(L + // Cut 0,)12/1
I 3
L/11=5
0.5 0
..' 1 5 I 50 IOU 0.1 0.5 1 5 10 50. IOU
Fig. 4.36 Influence diagrams for vertical normal stress along selected vertical sections due to elastic embankment, µ - 0.3, ot = 30°. (After
Per/off et al., 1967.)

R.
------------ - --
-- - ------ --- --- - --------- -- - - --- �i---- ---- ---- --
r/
(�,�u�c�/u/fCV' ��� C�iyu✓ ��f �P fk5 �Vcrl�r�J%``, dSP�
P 1, ---1.. 1 �
-C /Ott, ®-- - 50�'� S7r� f �0vv� f�-ci %5 �I N� �Q YIPvaf/ ----- - - ---- - -- -- - ---
f � %i �' �� ¢ �� ��?ra �✓��.r ff-�t-- �1°t��a a 3.r(� �%b �C �v^1 a, � %f �`�a �� ��c
op v
------------------------ -
vImP t'd I% ° �J v „� :'� r✓a — --- ---- -
--Gslr�ll�tL/iv/
��. �'` a — ---- ------ - --- --- - -
3
-30
--- �o,gr
t�- V/, ) 30 /$/L.�3

+, iII
r
i
/0N 2.2C30te
TABLE
/C�y'v) 6/� �
BLE 10,3 / r/ARISON OF STABI6�i��,l�
LIMIT EQUILIBR ULITY FACTOR AND LIMITANgLYS1S (a NS - Hc'Y/c BY
0)• METHODS OF
S/opeAng/e Frictio Limit
0, Degrees n Angle E4ui/ibrium
Degrees Fe/lenius LiinitAn
90 Cuimann Slices � La/Psis
og_
5 4.00 Circle Spiral S og- Straight
15 4.36 3.83 p/ral Line
4.19
3.83
75 25 5.20 5.02 4.89 4.19 3.83 4.00
0 6.30 6.06 5.02 4.19
4.57
5
5.22 6.06 6.06 5.02 5.20
155.13 6.06 6.30
60 25 45 6.49 513 5.14 4.57 5.22
0 9.80 8.48 6.52 5.13 5.85
5 6.95 5.24 7.45
8.54 6.57
8.59
9.80
45 25 77.30 8.33 8
18 6.18 6.17 5.25 6.95
0 72.20 12.65 8.63 8.64 8.06
5 9.60 5.88 12.82 11.30
15 12.00 7.09 5.88 5.88 72.75 17.30
30 25 20.20 11.77 7.36 5.86 9.60
0 43.50 -12.04 7.33 20.83 22 73 12.00
5 14.90 12.05 20.20
21.20 6.41 6.41, 22.92
15 43.50
15 25 55.50 0.84 9.09 6•.41 6.51 14.90
0 500.00 21.74 9.17
21.20
5 30.40 4 111.1 125.0 21.77 55.50
10 6.90 120.0 500.00
250,00 13.89 43 2 1 q .90 14.80
30.40
Ay
d�Yl�lyylPyp/ 45.53 2506.60.
1�/r�A a.00
Al
[[ _ I fill//`' 1��7� Ki ✓�
�c �V2)(2 5" �1

Td/o laolt ----------
-7
tl4j
375 --- ___ )_ 10q
262-7q
Wj 5