SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Preprint 09-019
EFFECTS OF WEATHERING AND ALTERATION ON POINT LOAD AND SLAKE DURABILITY INDICES OF QUESTA MINE
MATERIALS, NEW MEXICO
G. F. Ayakwah, New Mexico Inst. Of Mining and Tech., Socorro, NM
V. T. McLemore, New Mexico Bureau of Geology and Mineral Resources, Socorro, NM
A. Fakhimi, New Mexico Inst. Of Mining and Tech., Socorro, NM
V. C. Viterbo, FMI, Morenci, AZ
A. K. Dickens, New Mexico Bureau of Geology and Mineral Resources, Socorro, NM
rock materials in geotechnical practices. Dick and Shakoor (1995)
emphasized the fact that durability is an important rock characteristic
parameter controlling the stability of natural and man-made slopes.
Dhakal et al. (2002) indicated that the slaking behavior of a rock has a
major influence on rock failure. Johnson and DeGraff (1988) and Cetin
et al. (2000) explained that nondurable behavior of rocks is a result of
the long- and short-term influences of chemical weathering; this
indicates how necessary it is to assess weathering and to determine
the mineralogy and textural properties of rocks when assessing the
slaking property. Dick and Shakoor (1995) explained that slake
durability is an important parameter that affects the stability of natural
and man-made slopes consisting of mudrocks. Dhakal et al. (2002)
stated that the slaking behavior of pyroclastic (similar to the Questa
volcanic rocks) and sedimentary rocks can play a major role in slope
failure. Nevertheless, very few studies of rock piles evaluate point load
and slake durability tests with respect to mineralogy, chemistry and
other geotechnical parameters of the tested rocks. Actual slake
durability and point load indices from researchers such as Quine
(1993) reported point load indices for some rock pile samples collected
in Nevada that ranged from 2.9 to 4.6 MPa, while the slake durability
indices ranged from 88 to 99% with an additional single value of 6%.
Samples from the Eskihisar lignite mine in Turkey (Gökçeoglu et al.,
2000) had slake durability indices ranging from 88.7 to 96.8%, and
rock pile material from a marble mine in India had slake durability
indices ranging from 89.9 to 97.0% (Maharana, 2005).
ABSTRACT
Point load strength (Is50) and slake durability (ID2) indices provide
a measure of the strength and durability of rock fragments and are
related to the alteration intensity and frictional resistance of the
materials. Samples were collected from the rock piles, alteration scars
and debris flows at the Questa mine with the purpose of examining
relationships between Is50 and ID2, mineralogy, chemistry, weathering,
hydrothermal alteration, and other geotechnical parameters. The Is50
from the various rock piles ranges from 0.6-8.2 MPa and the ID2
ranges from 80.9-99.5%. The Is50 and ID2 results indicate that the
samples from the debris flows are stronger (average Is50= 4.0 MPa
and ID2= 98.4%) than the rock-pile samples and that the alteration scar
samples are weaker (average Is50 = 2.8 MPa and ID2 = 89.2%) than
the rock-pile samples, but still most of these rocks are strong in terms
of their Is50 and ID2. The Is50 decreases as the degree of alteration
increases in some rock pile and alteration scar samples, but not in all.
However, the majority of the rock fragments within the rock piles still
indicate high strength, even after 25-40 years of weathering.
INTRODUCTION
Point load strength and slake durability indices are two important
geotechnical parameters that can be used in characterizing the
strength of rock fragments and their durability to weathering. The point
load strength index is one of several suitable methods used to
determine the intact rock strength. Because point load strength testing
can be applied to irregular rock samples, it is suitable for studying
weathered rocks, many of which cannot be easily machined into
regular shaped samples because they are too fractured or friable. The
slake durability test was developed to evaluate the influence of
alteration on rocks by measuring their resistance to deterioration and
breakdown when subjected to wetting and drying cycles. The purpose
of this study is 1) to determine how point load strength and slake
durability indices are affected by chemistry and mineralogy of rocks
and 2) to determine the effect of weathering and alteration of the
Questa mine materials on these indices.
LOCATION AND SITE DESCRIPTION
The Questa molybdenum mine (operated by Cheveron Mining
Inc, formerly Molycorp, Inc.) is located 5.6 km (3.5 miles) from Questa,
between Questa and Red River, in the western part of the Taos Range
of the Sangre de Cristo Mountains, in Taos County, northern New
Mexico (Fig. 1). The mine is on a south-facing slope of an east-west
trending ridgeline in the Red River Valley at an elevation of
approximately 2438 m (8000 ft) (URS Corporation, 2003).
Associated with the mine are nine rock piles that were formed by
blasting of the overburden (material overlying the ore deposit),
transported by truck, and dumped by end-haul methods over the edge
of the slope into steep valleys near the Questa open pit (URS
Corporation, 2003, Appendix C). End-haul dumping results in a rock
pile that consists of numerous layers of clay to gravel rock material. At
the top of the rock pile, the rock material tends to be matrix supported
and finer in particle size, whereas towards the base of the rock pile, the
material tends to be coarser grained and clast supported (McLemore et
al., 2005, 2006a, b). The resulting layers locally are at, or near, the
angle of repose and subparallel to the original slope angle. Detailed
geologic mapping and sampling in the Goathill North (GHN) rock pile at
Questa revealed that these layers could be defined as mappable
stratigraphic units in the trenches and drill holes that were cut into the
rock pile (McLemore et al., 2005, 2006a, b). The overburden that
became apart of the rock piles was fractured, and upon blasting,
resulted in angular rock fragments. The overburden was
The durability of rocks can be described as their resistance to
breakdown under weathering conditions over time. Slaking occurs
from the swelling of clay minerals in rocks when in contact with water.
The slake durability index provides a measure of durability. It gives
quantitative information on the mechanical behavior of rocks according
to the amount of clay and other secondary minerals produced in them
due to exposure to weathering (Fookes et al., 1972).
Many researchers have studied the point load strength of rocks
and have tried to show correlations between the point load strength
index and other geotechnical parameters (D’Andrea et al., 1964 ;
Broch and Franklin, 1972; Bieniawski, 1975 ; Hassani et al., 1980;
Gunsallus and Kulhawy, 1984 and Panek and Fannon, 1992). The
work of Franklin and Chandra (1972), Rodrigues (1991), and Dick and
Shakoor (1995) suggest that slaking of rocks is also an important
consideration in evaluating the engineering behavior of rock mass and
1
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SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
hydrothermally altered before mining (McLemore et al., 2008b). The
mineralogical and chemical variations that occurred during
hydrothermal alteration before mining are greater than the variations
found during weathering of the rock-pile materials after mining.
ALTERATION AND WEATHERING OF THE QUESTA ROCK PILES
Rock fragments in the Questa samples are comprised of two main
lithologies, which are andesite and rhyolite (Amalia Tuff), both of which
are hydrothermally altered. Intrusive rocks, although present within
colluvium/weathered bedrock, alteration scar, debris flows and other
rock piles, are minor to absent within the GHN rock pile. All three rock
types exhibit original igneous textures, although the andesite
fragments have typically undergone significant hydrothermal alteration,
whereas the rhyolite (Amalia Tuff) fragments are relatively pristine or
consisted of QSP (quartz, sericite/illite, pyrite) alteration. The rhyolite
(Amalia Tuff) fragments consisted of large (~mm size) quartz and
feldspar phenocrysts, surrounded by a devitrified glass matrix. Three
types of alteration have been described at Questa, including propyllitic,
QSP, and argillic alteration (McLemore et al., 2008b). Propylitic
alteration consists of essential chlorite (producing the green color),
epidote, albite, pyrite, quartz, carbonate minerals, and a variety of
additional minerals. Argillic or clay alteration consists of kaolinite,
smectite (montmorillonite clays), chlorite, epidote, and sericite and
overlaps the other types of hydrothermal alteration. Phyllic or QSP
(quartz-sericite-pyrite) alteration is defined by the predominance of
quartz, sericite, and pyrite. QSP alteration typically is found as thin
QSP veinlets cutting the host rock and as quartz, sericite, and pyrite
replacing the groundmass and primary igneous minerals. Rough
estimates of the intensity of these three alteration styles in the GHN
rock pile were made petrographically (McLemore et al., 2008b).
Figure 1. Location map of the Questa molybdenum mine.
The Goat Hill North (GHN) rock pile is one of nine rock piles
created during open-pit mining and contains approximately 10.6 million
metric tons of overburden material with slopes similar to the original
steep, mountainous topography. GHN was divided into two areas: a
stable area and an unstable area. The unstable area had crept down
slope since its construction. Chevron Mining, Inc. stabilized this rock
pile by removing material off the top portion of both areas to the bottom
of the pile (Norwest Corporation, 2003). This regrading decreased the
slope angle, reduced the load, and created a buttress to prevent
movement of the rock pile. During the progressive down-cutting of the
top of the stable portion of GHN (regrading), trenches were
constructed to examine, map, and sample the internal geology of the
rock pile. End-dumping generally results in the segregation of materials
with the finer-grained material at the top and coarser-grained material
at the base. The resulting layers locally are at, or near, the angle of
repose and subparallel to the original slope angle. Detailed geologic
mapping and sampling revealed that these layers could be defined as
mappable geologic units in the rock pile (Fig. 2). Geologic units were
defined on the basis of grain size, color, texture, stratigraphic position,
and other physical properties that could be observed in the field
(McLemore et al., 2005, 2006a, b). Units were correlated between
benches and to opposite sides of each trench, and several units were
correlated down slope through the excavated trenches.
The evidence for weathering in the Questa rock piles studied for
this paper includes (McLemore et al., 2006a, b, 2008a):
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Change in color from darker brown and gray in less
weathered samples (original color of igneous rocks) to
yellow to white to light gray in the weathered samples
Paste pH, in general, is low in oxidized, weathered samples
and paste pH is higher in less weathered samples
Presence of jarosite, gypsum, iron oxide minerals and Fesoluble salts (often as cementing minerals), and low
abundance to absence of calcite, pyrite, and epidote in
weathered samples
Tarnish or coatings of pyrite surfaces within weathered
samples
Dissolution textures of minerals (skeletal, boxwork,
honeycomb, increase in pore spaces, fractures, change in
mineral shape, accordion-like structures, loss of interlocking
textures, pits, etching) within weathered samples (McLemore
et al., 2008a)
Chemical classification as potential acid-forming materials
using acid base accounting methods (Tachie-Menson,
2006).
In GHN, typically, paste pH increased with distance from the
outer, oxidized units (west) towards the interior units (east) of the GHN
rock pile. The outer units were oxidized (weathered) based upon the
white and yellow coloration, low paste pH, presence of jarosite and
authigenic gypsum, and absence of calcite. The base of the rock pile
adjacent to the bedrock/colluvium surface represents the oldest part of
the rock pile because it was laid down first. Portions of the base
appeared to be nearly or as oxidized (weathered) as the outer,
oxidized zone of the rock pile. This suggests that air and water flowed
along the basal interface, implying that it must be an active weathering
zone.
A simple weathering index (SWI) was developed to differentiate
the weathering intensity of Questa rock pile materials (SWI=1, fresh to
SWI=5, most weathered; Table 1; Gutierrez et al., 2008). The 5
classes in Table 1 describes the SWI classification for the mine soils at
the Questa mine based on relative intensity of both physical and
chemical weathering (modified in part from Little, 1969; Gupta and
Rao, 2001; Blowes and Jambor, 1990). The SWI accounts for changes
in color, texture, and mineralogy due to weathering, but it is based on
field descriptions. Some problems with this weathering index are:
Figure 2.
Conceptual geological model of GHN rock pile, as
interpreted from surface mapping, detailed geologic cross-sections,
trenches, drill holes, construction method and observations during
reclamation of GHN (McLemore et al., 2008a).
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It is subjective and based upon field observations.
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SME Annual Meeting
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•
This index does not always enable distinction between premining supergene hydrothermal alteration and post-mining
weathering.
The index is developed from natural residual soil weathering
profiles, which typically weathered differently from the acidic
conditions within the Questa rock piles and, therefore, this
index may not adequately reflect the weathering conditions
within the rock piles.
This index refers mostly to the soil matrix; most rock
fragments within the sample are not weathered except
perhaps at the surface of the fragment and along cracks.
The index is based primarily upon color and color could be
indicative of other processes besides weathering intensity.
This index was developed for the Questa rock piles and may
not necessarily apply to other rock piles.
Weathering in the Questa rock piles is an open not a closed
system (i.e. water analysis indicates the loss of cations and
anions due to oxidation).
In general, paste pH increases from the outer, oxidized units of GHN to
the inner, less oxidized units.
Table 1. Simple weathering index for rock-pile material (including rock
fragments and matrix) at the Questa mine.
SWI
Name
Description
Original gray and dark brown to dark
gray colors of igneous rocks; little to
no unaltered pyrite (if present);
1
Fresh
calcite, chlorite, and epidote common
in some hydrothermally altered
samples. Primary igneous textures
preserved.
Unaltered to slightly altered pyrite;
gray and dark brown; angular to subangular rock fragments; presence of
2
Least weathered
chlorite, epidote and calcite, although
these minerals are not required.
Primary igneous textures still partially
preserved.
Pyrite altered (tarnished and
oxidized), light brown to dark orange
to gray: more clay- and silt-size
Moderately
3
material; presence of altered chlorite,
weathered
epidote and calcite, but these
minerals are not required. Primary
igneous textures rarely preserved.
Pyrite very altered (tarnished,
oxidized, and pitted); Fe-hydroxides
and oxides present; light brown to
yellow to orange; no calcite, chlorite,
or epidote except possibly within
4
Weathered
center of rock fragments (but the
absence of these minerals does not
indicate this index), more clay-size
material. Primary igneous textures
obscured.
No pyrite remaining; Fe-hydroxides
and oxides, shades of yellow and red
typical; more clay minerals; no
Highly
5
calcite, chlorite, or epidote (but the
weathered
absence of these minerals does not
indicate this index); angular to subrounded rock fragments
Sampling
Samples were collected, located by GPS coordinates, bagged,
labled and transported to New Mexico Institute of Mining and
Technology (NMIMT) and stored in a trailer. Samples consist of
representative rock pieces, each weighing between 40-60 g
(approximately 4-10 cm in dimension; more details are in Viterbo,
2007). Samples were collected specifically for examining relationships
between slake durability and point load indices and mineralogy,
chemistry, lithology, geotechnical parameters, and weatheringalteration. Several different types of samples were collected for point
load and slake durability tests and included a range of lithologies,
alteration assemblages, and weathering intensities:
Paste pH is another indication of weathering used in this project,
but it has limitations as well. Paste pH is the pH measured from a
paste or slurry that forms upon mixing soil material and deionized
water. In an acidic material, paste pH is an approximate measurement
of the acidity of a soil material that is produced by the oxidation of
pyrite and other sulfides. A low paste pH (2-3) along with yellow to
orange color and the presence of jarosite, gypsum, and low abundance
to absence of calcite is consistent with oxidized conditions in the
Questa rock piles (McLemore et al., 2006a, b; Gutierrez et al., 2008).
Different sampling strategies were employed based upon the
purpose of each sampling task. Typically, at each site, the samples for
this report consisted of grab samples of two or more pieces of rock-pile
material, outcrop, or drill core samples (typically 3-8 cm in diameter).
These samples are more homogeneous than a grab sample of rockpile samples in that they are composed of one lithology and alteration
assemblage, whereas the grab sample of rock-pile material typically
consists of multiple lithologies and/or alteration assemblage. A portion
of the collected sample was crushed and pulverized for geochemical
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Changes of mineralogy and chemistry between the outer,
oxidized zone and the interior, unoxidized zones of the rock piles are a
result of differences due to pre-mining composition as well as chemical
weathering. These differences can be difficult to distinguish, except by
detailed field observations and petrographic analysis and the changes
due to hydrothermal alteration are more pronounced than those due to
weathering. Weathering processes, intensity, and rates will differ
throughout the rock piles. Because weathering intensities and effects
are so variable and dependent upon many factors, no single
weathering index is valid over the entire spectrum of weathered states
(Duzgoren-Aydin and Aydin, 2002). Therefore, several indices can be
used to indicate some aspects of weathering in the Questa rock piles
(McLemore et al., 2008a): SWI, paste pH, authigenic gypsum, sum of
gypsum and jarosite, SO4, and Net NP (neutralizing potential).
FIELD AND ANALYTICAL METHODS
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Rock fragments from rock-pile material that includes
mixtures of different lithologies and alteration assemblages
o
Samples collected from the surface and from test pits in
the rock piles
o
Samples of the rock pile material collected from
trenches in GHN (5 ft channel or composite of selected
layers)
Outcrop samples of unweathered (or least weathered)
igneous rocks representative of the mined rock (overburden)
(includes all predominant lithologies and alteration
assemblages at various hydrothermal alteration and
weathering intensities)
o
andesite
o
quartz latite
o
rhyolite tuff (Amalia Tuff)
o
aplite, granitic porphyry
o
miscellaneous dike, flow, and tuffaceous rocks
o
material from alteration scars
Rock-pile material that for this study includes only rock
fragments that were
o
Samples collected from the surface and from test pits
throughout the rock piles
o
Samples of the rock pile material collected from
trenches in GHN (5 ft channel or composite of selected
layers)
Residual weathered soil profiles of colluvium/weathered
bedrock, alteration scar, and debris flows
Sections of drill-core samples of the mined rock
(overburden) and ore deposit before mining
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analysis. Thin sections were made of another portion of selected rock
samples for petrographic analysis, and another portion was used for
the geotechnical testing. Rock pile locations are shown in Figure 1.
Table 3. Slake durability index classification (Franklin and Chandra,
1972).
ID2 (%)
Durability classification
0 – 25
Very low
25 – 50
Low
50 – 75
Medium
75 – 90
High
90 – 95
Very high
95 – 100
Extremely high
LABORATORY ANALYSIS
Point Load Test
The point load test, developed by Broch and Franklin (1972) for
classifying and characterizing rock material, is a relatively simple test
for estimating rock strength. The International Society of Rock
Mechanics (ISRM) standardized and established it in 1985 and it has
been used for geotechnical study for over twenty years (ISRM, 1985).
The point load strength index can be used to predict other strength
parameters because it correlates closely with uniaxial tensile and
compressive strengths (Broch and Franklin, 1972; ISRM, 1985).
Direct Shear Tests
Direct shear tests were performed in a 2-inch shear box, using
manual operation (Gutierrez et al., 2008). Samples were first sieved on
a No. 6 sieve (3.35 mm), then a minimum of four fractions of
approximately 120 g of each specimen were used for the tests. A dry
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density of 1.7 ± 0.2 g/cm was achieved for all samples. All specimens
were prepared by lightly compacting three lifts to attain the same
relative compression. A strain rate of 1% and normal stress varying
from 159 to 800 kPa were adopted for all the tests. For dry samples
used in the experiments, the shear rate is not important since no pore
water is present. Normal stresses required for testing were estimated
by dividing the applied load by the area of the shear box. Loads
represented the weight of the rock pile overburden consistent with the
depth of the sample in the rock pile. Using a 2-inch shear box, the
normal stress varied between 50 kPa and 800 kPa. These values
duplicate depths in the rock pile between 3 m and 48 m (considering
3
sample density of 1.69 g/cm ). Peak shear strength and residual shear
strength were determined from plots of shear stress versus shear
strain (Gutierrez et al., 2008). All tests were continued until the shear
stress became constant or until a maximum shear deformation of 10
mm had been reached, per ASTM D3080. In almost all samples the
maximum shear stress was achieved at deformation less than 10 mm.
Internal friction angle was obtained using a linear best-fit line from the
plot of peak shear strength versus normal stress (Gutierrez et al.,
2008). The residual friction angle was obtained using a similar best-fit
line.
The equipment consists of a loading frame that measures the
force required to split the sample and a system for measuring the
distance between the two contact loading points. The point load test
can be performed on rock samples with different shapes, both
cylindrical (core) and irregular shapes, because the samples are
placed between two pressure points and pressure is applied. The point
load strength index (Is50) corresponding to a specimen of 0.05 m in
diameter, is calculated using (ISRM, 1985):
Is50 =
P
×F
De2
(1)
where P is the peak load, De is the equivalent core diameter, and F is a
0.45
size correction factor
(De/0.050) . All samples are classified
according to the classification index in Table 2.
Table 2. Point load strength index classification (Broch and Franklin,
1972).
Is50 (MPa)
Strength classification
< 0.03
Extremely low
0.03 – 0.1
Very low
0.1 – 0.3
Low
0.3 – 1.0
Medium
1.0 – 3.0
High
3.0 – 10
Very high
> 10
Extremely high
Other Laboratory Analyses
Laboratory paste tests and gravimetric moisture contents were
performed at New Mexico Institute of Mining and Technology (NMIMT)
using laboratory procedures (SOPs) established as part of the overall
Questa project. Petrographic analyses describing the mineralogy,
lithology, hydrothermal and weathering alteration were performed
using soil petrographic techniques using a binocular microscope, more
detailed petrography using thin sections (using both polarized and
reflected light), and electron microprobe techniques.. These analyses
were supplemented by microprobe, X-ray diffraction analyses, and
whole-rock chemical analyses for confirmation. Clay mineralogy, in
terms of the major clay mineral groups was determined using standard
clay separation techniques and X-ray diffraction analyses of the clay
mineral separates on oriented glass slides (Hall, 2004; Moore and
Reynolds, 1989). This method does not liberate or measure the
amount of clay minerals within the rock fragments.
Slake Durability Test
The slake durability test was developed by Franklin and Chandra
(1972), was recommended by the International Society for Rock
Mechanics (ISRM, 1979), and standardized by the American Society
for Testing and Materials (ASTM, 2001). The purpose of this test is to
evaluate the influence of alteration (both hydrothermal and weathering)
on rocks by measuring their resistance to deterioration and breakdown
as simulated by being exposed to wetting and drying cycles. The slake
durability index (ID2) is a measure of durability and provides
quantitative information on the mechanical behavior of rocks according
to the amount of clay and other secondary minerals produced in them
due to exposure to climatic conditions (Fookes et al., 1971). The ID2 is
obtained from:
ID2 =
W A − WD
× 100
WB − WD
The concentrations of major and trace elements, except for S,
SO4, LOI (loss on ignition), and F, were determined by X-ray
fluorescence spectroscopy at the New Mexico State University and
Washington State University laboratories. F concentrations were
determined by ion probe and LOI concentrations were determined by
gravimetric methods at NMIMT. S and SO4 were determined by ALS
Chemex Laboratory. The modified ModAn technique (McLemore et al.,
2009) provides a quantitative bulk mineralogy that is consistent with
the petrographic observations, electron microprobe analysis, clay
mineral analysis, and the whole-rock chemistry of the sample. Unlike
most normative mineral analyses, all of the minerals calculated for the
bulk mineralogy are in the actual sample analysis using ModAn.
ModAn is a normative calculation that estimates modes “…by applying
Gaussian elimination and multiple linear regression techniques to
simultaneous mass balance equations” (Paktunc, 2001) and allows
location-specific mineral compositions to be used. Representative
mineral compositions for minerals in the Questa samples were
(2)
where WB is the mass of drum plus oven-dried sample before the first
cycle, WA is the mass of drum plus oven-dried sample retained after
the second cycle, and WD is the mass of drum. All samples are
classified according to the classification index in Table 3. Note that
each sample in the slake durability testing is made of 10 pieces of rock
each weighing 40 to 60 g that were collected from a specific location.
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determined from electron microprobe analysis and used in ModAn for
this study (McLemore et al., 2009). The mineralogy and chemical
analyses were performed on splits of the same sample set that were
used in the geotechnical testing and represent the mineralogy and
chemistry of the sample tested by geotechnical methods.
Table 5. Summary descriptive statistics of the slake durability indices
for all samples from the different locations at the Mine.
RESULTS
Point load strength and slake durability tests were performed on
rock samples from the rock piles, drill cores of the mined rock drilled
before open-pit mining began, the alteration scars, and the debris flow.
The samples from drill cores represent unweathered and least
weathered rock-pile material, since these samples were of the open pit
deposit before mining and not exposed to surface weathering.
Samples from the alteration scars and debris flows represent material
that was exposed to weathering processes over the last 4000 years
(debris flows) to 10,000 yrs or more (alteration scars; Graf, 2008;
V.Lueth, written communication October 2008). The results are
summarized in Appendix 1. The methodology in evaluation of point
load strength index is discussed in Appendix 2 of this paper. Summary
statistics of the point load strength and slake durability indices are in
Tables 4 and 5. The individual analyses are in Viterbo (2007) and G.
Ayakwah (in preparation).
Table 4. Summary descriptive statistics of the point load strength for
all samples. Samples from Southwest Hansen (SWH) and Hansen
(HAS) alteration scars were too weak to perform point load test, hence
those point load test results are not included in this table. This was
probably a result of highly fractured nature of the samples collected
from these areas.
DISCUSSION
Samples from the GHN rock pile are relatively similar in slake
durability and point load indices regardless of the geologic layer and
location within the GHN rock pile. However, some samples located in
the outer edge of the rock pile (Units C and I) disintegrated more and
presented lower durability than similar rocks around the same area
(Fig. 3). This suggests that for some, but not all samples, point load
strength index and slake durability index of the GHN rock pile
decreased as the degree of weathering increased. However, in
general, the point load and slake indices of rock fragments are still
quite high and suggest that 25-40 years of weathering have not
substantially affected the shear strength properties of these rock pile
materials (Fig. 3, Tables 1-1 to 1-6 in Appendix 1; Viterbo, 2007;
Gutierrez et al., 2008). These are similar to results concerning friction
angle and slake durability index by Gutierrez et al. (2008), where lower
friction angles were obtained from some but not all weathered samples
from the outer edge of the GHN rock pile than from samples from the
interior of GHN rock pile.
The slake durability indices from the various rock piles range from
80.9 to 99.5 % and the point load strength indices range from 0.6 to
8.2 MPa (Tables 4 and 5; Tables 1-3 and 1-4 in Appendix 1). Samples
from Sugar Shack South and Spring Gulch rock piles have a lower
average of point load index than the other rock piles (Table 1-3 in
Appendix 1; Fig. 4); more samples from these rock piles are needed to
determine if this is significant. Figures 4 and 5 show the range of point
load strength and slake durability indices and averages values of the
various sample locations at the Questa mine.
5
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exposed to weathering longer than the rock pile material. There are no
strong correlations between point load and slake durability with
mineralogy or chemistry (Fig. 9).
Figure 3. Scatter plot of Slake Durability Index and Point Load Index
vs. distance from outer edge of GHN rock pile. The weathering
intensity was confirmed by petrographic analyses, especially textures,
as described by McLemore et al. (2008a). See Figure 2 for location of
trenches in GHN where samples were obtained. Appendix 1 includes a
summary of the description of these samples.
Figure 5. Slake durability index values for the rock piles, alteration
scars, and debris flows. The average slake durability index for each
location is shown with a circle. The number of samples for each
location is shown in parenthesis. PIT samples are outcrop samples of
andesite and rhyolite (Amalia Tuff) of various weathering and
hydrothermal alteration intensities. See Figure 1 for location of rock
piles. See Figure 2 for location of trenches in GHN where samples
were obtained. Appendix 1 summarizes the location and description of
these samples.
Location and description of these samples.
Figure 4. Point load strength index values for the rock piles, alteration
scars and debris flows. The average point load strength index for each
location is shown with a circle. The number of samples for each
location is shown in parenthesis. PIT samples are outcrop samples of
andesite and rhyolite (Amalia Tuff) of various weathering and
hydrothermal alteration intensities. See Figure 1 for location of rock
piles. See Figure 2 for location of trenches in GHN where samples
were obtained. Appendix 1 summarizes the location and description of
these samples.
The slake durability values for samples of relatively unweathered
andesite and rhyolite (Amalia Tuff) collected from outcrops throughout
the area, range from 83.7 to 99.1%, with all samples classified as
having high to extremely high durability (Table 1-6 in Appendix 1 and
Table 3). There is no significant difference in slake durability and point
load indices between different lithologies and different alteration
assemblages (Figs. 6, 7, 8). The point load values for these samples
range from 1.3 to 6.9 MPa (Table 1-5 in Appendix 1), with all samples
classified with high and very high strength (Table 2); the rhyolite
(Amalia Tuff) samples have slightly lower point load indices.
Figure 6. Variation in slake index, point load and alteration (QSP,
Propylitic and Argillic) of the Questa rock materials. See Figure 1 for
location of rock piles. See Figure 2 for location of trenches in GHN
where samples were obtained. Appendix 1 summarizes the location
and description of these samples.
The slake durability and point load test results indicate that the
samples from the debris flows (average slake durability index of 98.4%
and point load index of 4.0 MPa) and the alteration scar samples
(average slake durability index of 89.2% and point load index of 2.8
MPa) are relatively similar to the range in values of rock-pile samples
(Tables 4, 5, Figs. 4, 5). The debris flows and alteration scars were
Samples with low values of point load index tend to also have low
values of slake durability index but not all samples. The friction angle
of the fine-grained soil matrix of samples collected along with the rock
fragments tested for slake durability and point load indices was
obtained using a 2-inch laboratory shear box (Gutierrez, 2006;
6
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Gutierrez et al., 2008). Shear tests were conducted on the air-dried
samples. There are no strong correlations between friction angle and
point load and slake durability indices of the Questa materials (Fig. 10).
and point load indices (Fig. 11). Paste pH is an indication of
weathering, as discussed above, with lower paste pH suggesting more
weathered material (McLemore et al., 2008a). Figure 12 shows the
variation of point load and slake indices with the simple weathering
index (SWI). No definite correlation is observed in this figure. This
could indicate that the main reason for observed variations of slakes
and point load indices are the pre-mining alteration and that the
weathering effects have been so far of less significance. Comparison
of the slake and point load indices of the weathered and unweathered
samples (samples from drill logs) confirms that the overall intensity of
the weathering in last 25-40 years has not been significant to decrease
the strength of the Questa rock-pile materials.
Figure 7. Slake durability index values for different lithologies
(Amalia, Andesite and Intrusive). The average slake durability index for
each lithology is shown with a circle. See Figure 1 for location of rock
piles. See Figure 2 for location of trenches in GHN where samples
were obtained. Appendix 1 summarizes the location and description of
these samples.
Figure 9. Variations between slake durability index, point load index,
mineralogy, and chemistry. The mineralogy and chemical analyses
were performed on splits of the same sample set that were used in the
geotechnical testing and represent the mineralogy and chemistry of the
sample tested by geotechnical methods. See Figure 1 for location of
rock piles. Appendix 1 summarizes the location and description of
these samples.
Figure 8. Point load strength index values for different lithologies
(Amalia, Andesite and Intrusive). The average point load strength
index for each lithology is shown with a circle. See Figure 1 for location
of rock piles. See Figure 2 for location of trenches in GHN where
samples were obtained. Appendix 1 summarizes the location and
description of these samples.
CONCLUSIONS
The slake durability indices from the Questa rock piles are high to
extremely high according to the slake durability index classification
(Franklin and Chandra, 1972) and the point load indices are medium to
very high according to the point load strength index classification
(Broch and Franklin, 1972). Samples from the GHN rock pile are
similar in slake durability and point load indices regardless of geologic
layer and location within the rock pile, except that some, but not all
samples located in the outer, weathered edge of the rock pile (Units C
and I) that are weaker and have lower slake durability and point load
indices. There is no significant difference in slake durability or point
load indices between different lithologies or hydrothermal alteration.
The rhyolite samples have slightly lower point load indices. The slake
durability and point load test results indicate that the debris flow and
the alteration scar samples are similar to the range in values of rockpile samples. The debris flows and alteration scars represent the more
weathered material that has occurred over thousands to millions of
Some weathered samples from the edge of GHN, other Questa
rock piles, and analog materials show lower slake durability and point
load indices than unweathered material, but not all weathered samples
have lower slake durability and point load indices. The weathered
samples exhibited a change in color, low paste pH, Presence of
jarosite, gypsum, iron oxide minerals and Fe- soluble salts (often as
cementing minerals), and low abundance to absence of calcite, pyrite,
and epidote in weathered samples, Tarnish or coatings of pyrite
surfaces, Dissolution textures of minerals, and Chemical classification
as potential acid-forming materials using acid base accounting
methods (as described above and summarized in Appendix 1). Some
samples with low paste pH, but not all, from the edge of GHN, other
Questa rock piles, and analog materials show lower slake durability
7
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
years. Some weathered samples from the edge of GHN, other Questa
rock piles, and analog materials show lower slake durability and point
load indices than unweathered material, but not all weathered samples
have lower slake durability and point load indices. There are no strong
correlations between point load and slake durability with mineralogy or
chemistry (Fig. 9). Samples with low values of point load index tend to
also have low values of slake durability index but not all samples.
There are no strong correlations between friction angle and point load
indices with the Questa materials. GHN rock pile samples have high
durability and strength even after having undergone hydrothermal
alteration and blasting prior to deposition and after potential exposure
to weathering for about 40 years. Collectively, these results suggest
that future weathering (< 1000 years) will not substantially decrease
the strength indices of the rock piles with time.
Figure 11. Variation in slake index, point load index and paste pH of
the Questa rock materials. See Figure 1 for location of rock piles. See
Figure 2 for location of trenches in GHN where samples were obtained.
Appendix 1 summarizes the location and description of these samples.
Figure 10. Variations between slake durability index, point load index,
friction angle, and residual friction angle. The friction angle was
determined on the fine-grained matrix from the same location as the
samples tested for slake durability and point load, which were
determined on larger rock fragments. See Figure 1 for location of rock
piles. See Figure 2 for location of trenches in GHN where samples
were obtained. Appendix 1 summarizes the location and description of
these samples.
ACKNOWLEDGEMENTS
This project was funded by Chevron Mining Inc. (formerly
Molycorp Inc.), and the New Mexico Bureau of Geology and Mineral
Resources (NMBGMR), a division of New Mexico Institute of Mining
and Technology (NMIMT). We would like to thank the professional staff
and students of a large multi-disciplinary field team for their assistance
in the fieldwork and data analyses. We also would like to thank Jim
Vaughn and Mike Ness of Chevron Mining Inc. for their training and
assistance in this study. David Jacobs and Dirk van Zyl reviewed an
earlier version of this manuscript and their comments were
appreciated. Thanks also to Dawn Sweeney and Frederick Ennin for
assisting with the mineralogy determinations. Chemical analyses were
performed by Washington State University. This paper is part of an ongoing study of the environmental effects of mineral resources in New
Mexico at NMBGMR, Peter Scholle, Director and State Geologist.
Figure 12. Variation in slake index, point load and simple weathering
indices (SWI) of the Questa rock materials. See Figure 1 for location of
rock piles. See Figure 2 for location of trenches in GHN where samples
were obtained. Appendix 1 summarizes the location and description of
these samples.
8
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
number of drying and wetting cycles: Engineering Geology, v. 57,
p. 215-237.
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10
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1
SUMMARY STATISTICS OF THE STRENGTH CLASSIFICATION FOR QUESTA MATERIALS.
Table 1-1. Slake durability index, point load index, friction angle (degrees), ultimate (residual) friction angle (degrees), paste pH, and SWI for samples
tested for slake durability and point load.
Slake Durability Index
Point Load Index (mPa) Peak Friction Angle Ultimate Friction Angle
Paste pH
SWI
Sample
%
Samples from trenches, test pits in GHN (rock pile material and colluvium)
GHN-EHP-0001
97.42
41.4
38.6
2.68
4
GHN-EHP-0002
97.22
42.3
35.6
3.18
3
GHN-EHP-0003
95.24
3.04
3
GHN-EHP-0004
94.76
3.02
3
GHN-EHP-0007
96.68
5.43
2
GHN-HRS-0096
96.64
43.7
38.2
3.29
3
GHN-JRM-0001
93.99
3.3
44.9
33.7
2.14
2
GHN-JRM-0031
97.27
4.46
4
GHN-JRM-0037
96.67
40.8
34.2
2.91
4
GHN-JRM-0038
96.4
42.7
39.9
2.99
2
GHN-JRM-0039
96.79
41.8
41.4
3.06
2
GHN-JRM-0040
93.23
40.8
38.5
3.37
4
GHN-JRM-0047
80.93
42.8
39.8
2.99
2
GHN-KMD-0013
96.77
2.74
40.7
39.7
2.49
2
GHN-KMD-0014
98.44
8.2
46.9
44.3
3.19
2
GHN-KMD-0015
95.71
4.3
46.9
43.7
4.92
3
GHN-KMD-0016
95.64
3.38
43.2
39.3
5.74
3
GHN-KMD-0017
89.29
0.61
43.2
39.3
2.19
3
GHN-KMD-0018
95.17
6.7
42.7
37.6
3.5
3
GHN-KMD-0019
97.61
2.96
47.3
42.2
5.84
3
GHN-KMD-0026
96.59
3.7
42.7
42
3.8
3
GHN-KMD-0027
97.02
1.1
43.5
39.7
2.49
2
GHN-KMD-0028
93.99
2.6
2
GHN-KMD-0048
98.28
5.25
6.18
2
GHN-KMD-0050
96.69
5.71
4
GHN-KMD-0051
96.58
39.9
37.2
7.19
3
GHN-KMD-0052
98.13
4.3
40.5
37.9
5.08
2
GHN-KMD-0053
94.03
3.3
41.9
40
4.32
2
GHN-KMD-0054
97.23
5.72
44.5
38.4
3.93
3
GHN-KMD-0055
94.97
1.56
44.2
39
4.27
3
GHN-KMD-0056
97.41
6.09
49
41.2
4.85
2
GHN-KMD-0057
97.65
3.19
43.1
42.4
7.96
2
GHN-KMD-0062
96.7
2.13
41.7
38.7
4.43
2
GHN-KMD-0063
98.54
7.04
44.7
40.1
3.95
2
GHN-KMD-0064
97.06
6.03
2.67
3
GHN-KMD-0065
95.86
4.36
43.6
41.6
5.77
4
GHN-KMD-0071
96.74
41.1
35.9
4.35
4
GHN-KMD-0072
97.68
40.5
37.5
7.15
2
GHN-KMD-0073
95.93
43.5
39.5
6.55
2
GHN-KMD-0074
98.5
41.9
42.4
3.36
3
GHN-KMD-0077
92.84
42.8
38.4
2.45
4
GHN-KMD-0078
97.58
3.58
46.2
38.7
3.26
3
GHN-KMD-0079
98
41.4
36.9
3.07
2
GHN-KMD-0080
98.4
3.45
6.36
2
GHN-KMD-0081
97.32
7.29
43.4
40.7
3.29
2
GHN-KMD-0082
96.89
5.41
42.5
39.2
3.3
2
GHN-KMD-0088
96.21
43.7
36.8
2.63
2
GHN-KMD-0090
95.66
2.44
2
GHN-KMD-0092
97.39
42.9
41.4
3.72
3
GHN-KMD-0095
97.85
47.5
43.2
2.73
2
GHN-KMD-0096
97.42
41.7
31.8
2.56
2
11
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Slake Durability Index
%
GHN-KMD-0097
93.64
GHN-KMD-0100
97.19
GHN-LFG-0018
96.03
GHN-LFG-0020
97.97
GHN-LFG-0037
96.49
GHN-LFG-0041
97.87
GHN-LFG-0057
98.22
GHN-LFG-0060
96.78
GHN-LFG-0085
94.42
GHN-LFG-0086
93.98
GHN-LFG-0088
98.11
GHN-LFG-0089
97.69
GHN-LFG-0090
96.72
GHN-LFG-0091
95.6
GHN-RDL-0002
95.72
GHN-RDL-0003
95.32
GHN-SAW-0002
99.15
GHN-SAW-0003
99.15
GHN-SAW-0004
97.13
GHN-SAW-0005
98.32
GHN-SAW-0200
93.62
GHN-SAW-0201
96.81
GHN-VTM-0263
85.15
GHN-VTM-0293
82.23
GHN-VTM-0450
97.98
GHN-VTM-0453
93.93
GHN-VTM-0456
95.66
GHN-VTM-0508
92.98
GHN-VTM-0554
85.54
GHN-VTM-0598
98.5
GHN-VTM-0599
97.07
GHN-VTM-0603
95.89
GHN-VTM-0606
96.66
GHN-VTM-0607
97.2
GHN-VTM-0614
98.47
Goat Hill alteration scar
GHR-VWL-0004
86.88
Hansen alteration scar
HAS-GJG-0006
70.84
HAS-GJG-0007
90.2
HAS-GJG-0008
92.42
HAS-GJG-0009
94.01
HAS-GJG-0010
87.02
HAS-GJG-0014
81.24
Middle rock pile
MID-AAF-0001
95.61
MID-AAF-0002
97.33
MID-VTM-0002
97.64
Goat Hill debris flow
MIN-AAF-0001
96.78
MIN-AAF-0004
96.1
MIN-AAF-0006
95.98
MIN-AAF-0010
97.32
MIN-AAF-0012
98.9
MIN-AAF-0013
98.23
MIN-AAF-0015
99.09
Sample
Point Load Index (mPa) Peak Friction Angle
Ultimate Friction Angle
Paste pH
SWI
47.8
44.4
39.7
40.3
37.8
37.8
39.6
37.5
40.6
38.3
43.8
37.2
42.2
35
36.8
32.1
45.1
40.1
44.6
37.6
43.4
40.3
41.6
44.5
45.2
44.2
39
36.7
37.5
37.6
37.7
34.6
44.5
37.6
43.4
38.6
39.3
42.1
43
43.7
42.1
35.4
42.6
37.2
41.7
39.1
2.55
3.42
4.19
4.45
4.5
5.37
2.74
3.03
2.98
3.02
5.43
3.51
6.71
2.46
5.48
3.75
2.83
3.2
2.38
4.06
7.54
2.74
2.7
4.07
6.7
4.55
3.19
3.45
7.06
2.7
6.96
3.42
3.25
2.66
3.09
2
2
2
2
2
4
4
2
4
3
4
4
4
5
2
3
2
5
2
3
5
5
3
3
3
3
4
4
3
3
4
4
2
2
5
41.2
36.1
2.41
3
33.4
45.5
43
32.1
34.2
2.52
2.98
2.8
2.05
2.6
2.41
2
4
5
4
4
4
42.5
38
44.5
38.1
37.9
36.7
2.41
2.62
4.16
4
3
4
45.1
40.6
35.2
37.9
48.3
43.1
37.9
42.3
50.1
36
2.04
4.23
4.21
3.45
3.16
3.44
3.28
4
2
3
3
4
4
2
6.49
4.36
4.53
3.52
3.5
4.01
3.25
12
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Slake Durability Index
Point Load Index (mPa) Peak Friction Angle
%
MIN-GFA-0001
98.42
2.75
50
MIN-GFA-0003
99.46
5.95
45.7
MIN-GFA-0005
98.71
2.61
39.2
MIN-GFA-0009
98.57
3.8
45.2
MIN-SAN-0002
98.61
5.04
39.7
MIN-VTM-0002
98.65
4.64
MIN-VTM-0003
99.23
MIN-VTM-0004
98.88
MIN-VTM-0006
98.85
MIN-VTM-0007
98.87
4.45
MIN-VTM-0008
98.81
MIN-VTM-0009
98.58
4.86
Samples from the open pit
PIT-LFG-0011
97.49
PIT-LFG-0013
92.33
37.8
PIT-RDL-0002
95.96
Drill core in the open pit deposit
PIT-VCV-0001
97.41
6.5
PIT-VCV-0002
96.44
5
PIT-VCV-0003
98.19
4.1
PIT-VCV-0004
88.9
1.8
PIT-VCV-0005
94.26
3
PIT-VCV-0006
95.78
3.1
PIT-VCV-0007
95.62
1.8
PIT-VCV-0008
95.25
2.3
PIT-VCV-0009
98.47
5.3
PIT-VCV-0010
94.46
3.6
PIT-VCV-0011
92.15
4.8
PIT-VCV-0012
97.22
2.6
PIT-VCV-0013
97.37
3
PIT-VCV-0014
83.65
1.8
PIT-VCV-0015
99.01
5
PIT-VCV-0016
97.2
3.44
PIT-VCV-0017
94.09
5.57
PIT-VCV-0018
94.25
1.41
PIT-VCV-0019
91.7
3.5
PIT-VCV-0020
95.38
4.4
PIT-VCV-0021
87.17
1.3
PIT-VCV-0022
93.91
2.8
PIT-VCV-0023
95.3
5
PIT-VCV-0024
94.96
2.05
PIT-VCV-0025
96.17
1.75
PIT-VCV-0026
92.89
2.65
PIT-VCV-0027
99.08
4.96
PIT-VCV-0028
99.07
6.52
PIT-VCV-0029
98.65
6.9
PIT-VCV-0030
97.62
2.2
Samples from the open pit
PIT-VTM-0001
98.62
PIT-VTM-0002
99.48
Questa Pit Alteration scar
QPS-AAF-0001
97.1
46.5
QPS-AAF-0003
90.1
36.5
QPS-AAF-0005
97
43.1
QPS-AAF-0009
94.9
41.7
QPS-AAF-0020
94.69
2.57
41.9
Sample
13
Ultimate Friction Angle
Paste pH
SWI
37.8
33.8
34.9
35.5
40.1
3.2
3.87
3.24
3.58
3.53
3.67
4.21
3.64
4.22
5.06
3.81
4
4
3
3
4
4
4
4
3
3
3
3
6.19
2.55
4.85
3
3
3
8.25
7.87
7.42
4.32
4.75
4.65
8.06
7.95
8.31
8.59
8.46
7.93
8.2
7.9
8.61
8.46
8.22
8.18
7.4
7.56
7.98
7.6
7.52
8.17
7.43
5.36
8.24
8.88
8.55
8.36
3
3
3
3
3
3
3
2
4
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
5.08
6.72
1
1
3.09
3.19
2.98
2.96
2.6
1
1
1
1
1
37.5
39.8
37
38.7
35.8
36.4
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
Slake Durability Index
%
94.41
92.39
95.23
Point Load Index (mPa) Peak Friction Angle
QPS-AAF-0022
QPS-SAN-0002
QPS-VTM-0001
Outcrop samples
ROC-KMD-0001
99.51
ROC-KMD-0002
99.61
ROC-VTM-0032
98.29
Straight Creek scar
SCS-LFG-0004
73.9
SCS-LFG-0005
92.43
SCS-LFG-0006
98.49
SCS-LFG-0007
98.5
SCS-LFG-0008
96.31
Spring Gulch and Blind Gulch rockpiles
SPR-AAF-0001
97.21
SPR-AAF-0003
90.68
SPR-SAN-0002
97.96
SPR-VTM-0005
98.64
SPR-VTM-0008
98.49
SPR-VTM-0010
97.82
SPR-VTM-0012
96.9
SPR-VTM-0014
98.21
SPR-VTM-0017
67.67
SPR-VTM-0021
96.84
Sugar Shack South rock pile
SSS-AAF-0001
94.54
SSS-AAF-0004
96.94
SSS-AAF-0005
96.49
SSS-AAF-0007
93.12
SSS-AAF-0009
94.41
SSS-AAF-0011
85.33
SSS-AAF-0012
97.21
SSS-EHP-0002
98.45
SSS-EHP-0003
98.87
SSS-EHP-0011
98.66
SSS-EHP-0012
98.27
SSS-EHP-0014
99.13
SSS-EHP-0015
99.28
SSS-EHP-0017
99.16
SSS-EHP-0019
99.18
SSS-EHP-0020
97.28
SSS-EHP-0023
39.71
SSS-EHP-0025
98.95
SSS-EHP-0031
99.28
SSS-EHP-0032
99.52
SSS-EHP-0033
99.35
SSS-EHP-0034
99.5
SSS-EHP-0036
99.13
SSS-VEV-0001
90.76
SSS-VTM-0012
96.8
SSS-VTM-0600
96.8
Sugar Shack West rock pile
SSW-AAF-0001
97.07
SSW-AAF-0002
96.09
SSW-AAF-0005
82.3
SSW-AAF-0007
95.21
2.52
3.5
1.71
3.92
4.8
2.08
2.81
3.39
1.34
2.6
1.62
1.03
2.19
Ultimate Friction Angle
Paste pH
SWI
39
38.4
34.9
39.3
34
34.6
2.56
2.84
2.59
1
1
1
38.7
35.9
41.2
39.7
6.8
6.62
6.37
1
1
5
37.7
42.9
38.3
45.7
37.5
44.8
34.6
37.9
2.5
2.72
2.67
3.21
2.42
5
5
4
5
2
38.9
49.3
38.1
36.1
40.4
40.3
42
38.8
39.2
35.9
36.3
38.7
34.2
34.9
35.8
39.9
38.5
39.5
37.3
32.8
3.48
3.66
4.22
5.26
6.22
6.56
3.29
3.28
2.84
2.43
1
2
5
5
5
4
4
2
2
2
47.3
41.1
43.3
43.7
45
39.7
38
41.2
38.6
41.9
38.9
35.9
2.7
2.65
2.48
2.48
2.19
2.54
2.44
6.17
6.52
7.41
7.44
6.6
6.46
4.4
4.08
4.21
3.92
4.01
3.18
3.52
4.67
5.71
2.86
4.26
4.13
4.49
2
2
2
2
2
2
2
2
2
2
4
4
4
4
3
3
3
3
3
3
3
3
3
3
3
3
45.7
41.9
42.1
44.6
40.3
38.6
37.5
41.6
3.01
2.36
2.95
3.09
3
3
3
3
2.08
2.45
2.19
4.37
1.68
5.3
14
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
SSW-AAF-0009
SSW-SAN-0002
SSW-SAN-0006
SSW-VTM-0001
SSW-VTM-0016
SSW-VTM-0019
SSW-VTM-0022
SSW-VTM-0023
SSW-VTM-0026
SSW-VTM-0028
SSW-VTM-0030
Slake Durability Index
%
Point Load Index (mPa) Peak Friction Angle
96.07
95.18
98.61
97.51
98.5
98.61
98.44
97.86
97.15
96.63
Southwest Hansen alteration scar
SWH-GJG-0008
76.12
SWH-GJG-0009
64.52
SWH-GJG-0012
92.36
SWH-GJG-0015
96.16
4.01
2.51
2.03
4.4
5.02
4.57
5.2
6.06
4.19
Ultimate Friction Angle
Paste pH
SWI
41.6
35.3
41.8
42.6
39.5
39.8
35.5
35.5
39.2
35.7
39.7
41.1
47.9
37
37.3
41.2
39.4
37
2.9
2.4
2.64
5.58
4.35
5.21
5.22
2.44
2.39
3.58
3
3
4
4
4
3
2
2
2
2
2
2.36
2.37
2.41
2.64
2
3
2
5
35.1
15
35.2
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-2. Summary of location of samples tested for point load and slake durability.
Trench, test
Sample
pit, or drill
UTM
UTM
Sample
Elevation
identification
hole
easting
northing
description
(ft)
number
identification
(m)
(m)
number
GHN-EHP-0001
LFG-017
soil
453688
4062313.3
9651.2
GHN-EHP-0002
LFG-017
soil
453690.9
4062314.5
9651.2
GHN-EHP-0003
LFG-013
soil
453678.4
4062414.8
9712.1
GHN-EHP-0004
LFG-013
soil
453680.9
4062415.8
9712.1
GHN-EHP-0005
LFG-013
soil
453681.7
4062416.1
9712.1
GHN-EHP-0006
LFG-013
soil
453681.2
4062415.9
9712.1
GHN-EHP-0007
LFG-013
soil
453681.2
4062415.9
9712.1
GHN-HRS-0096
LFG-012
soil
453693.1
4062353.7
9692.7
GHN-JRM-0001
soil
453710
4062089
9764
GHN-JRM-0002
soil
453710
4062089
9764
GHN-JRM-0022
GHN-JRM-0027
GHN-JRM-0031
GHN-JRM-0037
GHN-JRM-0038
GHN-JRM-0039
GHN-JRM-0040
GHN-JRM-0047
GHN-KMD-0013
GHN-KMD-0014
GHN-KMD-0015
LFG-009
LFG-009
LFG-009
LFG-011
LFG-011
LFG-011
LFG-011
LFG-011
LFG-006
LFG-006
LFG-006
soil
soil
soil
soil
soil
soil
soil
soil
soil
soli
soil
453649.8
453644.7
453645
453664.8
453670.1
453670.8
453670
453669.4
453711.1
453717.8
453722.7
4062137.5
4062115.3
4062115.3
4062334.2
4062340
4062334.3
4062333.4
4062334.8
4062142.2
4062144.5
4062141.5
9605.1
9599.3
9598.5
9666.5
9666.5
9659
9659
9663.1
9734.1
9737.2
9735.8
GHN-KMD-0016
LFG-006
soil
453725.1
4062141.4
9736.1
GHN-KMD-0017
GHN-KMD-0018
GHN-KMD-0019
GHN-KMD-0026
GHN-KMD-0027
GHN-KMD-0028
GHN-KMD-0048
GHN-KMD-0050
GHN-KMD-0051
GHN-KMD-0052
GHN-KMD-0053
GHN-KMD-0054
GHN-KMD-0055
GHN-KMD-0056
GHN-KMD-0057
GHN-KMD-0062
GHN-KMD-0063
GHN-KMD-0064
GHN-KMD-0065
GHN-KMD-0071
GHN-KMD-0072
GHN-KMD-0073
GHN-KMD-0074
GHN-KMD-0077
GHN-KMD-0078
GHN-KMD-0079
LFG-006
LFG-006
LFG-006
LFG-006
LFG-006
LFG-006
LFG-007
LFG-007
LFG-007
LFG-007
LFG-007
LFG-007
LFG-007
LFG-007
LFG-007
LFG-007
LFG-007
LFG-007
LFG-007
LFG-008
LFG-008
LFG-008
LFG-008
LFG-008
LFG-008
LFG-008
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
453695.9
453698.2
453726.7
453728.8
453707.9
453706.9
453691.8
453704.2
453695.1
453692.6
453684.7
453682
453676.5
453704.9
453695.8
453682.4
453677.2
453694.9
453698.9
453678.7
453671.4
453666.8
453680.2
453670.2
453671.7
453679.3
4062143.2
4062143.2
4062144.1
4062141.1
4062147.9
4062141.6
4062131.5
4062145.4
4062145.8
4062145.9
4062146.2
4062146.3
4062146.5
4062139.5
4062139.9
4062140.5
4062140.7
4062131.9
4062131.7
4062137.5
4062137.4
4062137.4
4062137.5
4062134.1
4062134.1
4062137.5
9730.9
9730.5
9738.6
9736.1
9738.5
9726.8
9688.4
9702.8
9698
9697
9693.7
9692.6
9691.3
9696.9
9694
9689.8
9688.1
9690.1
9691.5
9649.2
9646.1
9644.1
9649.8
9643.7
9644.4
9651.9
16
Sample location
top layer
15-25 ft, lowest layer
0-3 ft
N wall
N wall
N wall
in yellow-orange red material from north
tensiometer pit, 60-70 cm below ground level
in gray material from north tensiometer pit, 70-80
cm below ground level
bench 22, N Wall, 86 ft from 22NW
bench 23, 80ft from 23SW, S wall
unit O right above GHN-JRM-0030
Bench 9, N wall, 52ft E of 9NW peg
Bench 8, N wall, 33ft 8NW peg
Bench 9, N wall, 90-95ft E of 9NW
Bench 9, N wall, 98-105 ft E of 9NW peg, 10ft W of
8NE
Bench 9, N wall, 2ft E of 9NW peg
Bench 9, N wall, 10ft E of 9NW peg
Bench 8, N wall, 63 ft 8NW
bench 9, N wall, 110 ft 9NW
bench 7, Nwall, 10 ft 7NW
bench 10, S wall, 3 ft
bench 15 north wall, 52 ft 15NW
floor of bench 12, 84 ft east of 12NW
bench 12, 54 ft east 12NW
floor bench 12, 46 ft east 12NW
floor bench 12, 20 ft east 12NW
floor bench 12, 11 ft east 12NW
floor bench 12, -7 ft east 12NW
bench 14, north wall, 97 ft 14NW
bench 14, north wall, 67 ft from 14NW
bench 14, north wall, 23 ft from 14NW
bench 14, north wall, 6 ft from 14NW
bench 15, north wall, 57 ft from 15NW
bench 15, north wall, 70 ft from 15NW
bench 18, north wall, 97 ft 18NW
bench 18, north wall, 73 ft 18NW
bench 18, north wall, 58 ft 18NW
bench 18, north wall, 102 ft 18NW
bench 19, south wall, 71 ft 19SW
bench 19, south wall, 76 ft 19SW
bench 18, north wall, 99 ft 18NW
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
GHN-KMD-0080
GHN-KMD-0081
GHN-KMD-0082
GHN-KMD-0088
GHN-KMD-0090
GHN-KMD-0092
GHN-KMD-0095
GHN-KMD-0096
GHN-KMD-0097
GHN-LFG-0018
GHN-LFG-0020
Trench, test
pit, or drill
hole
identification
number
LFG-008
LFG-008
LFG-008
LFG-008
LFG-008
LFG-008
LFG-008
LFG-008
LFG-008
LFG-0003
LFG-0003
GHN-LFG-0037
LFG-0004
soil
453742.8
4062149
9744.2
GHN-LFG-0041
LFG-0003
soil
453759.7
4062146.9
9736
GHN-LFG-0057
GHN-LFG-0060
GHN-LFG-0085
GHN-LFG-0086
GHN-LFG-0088
GHN-LFG-0089
GHN-LFG-0090
GHN-LFG-0091
GHN-RDL-0002
GHN-SAW-0002
GHN-SAW-0003
GHN-SAW-0004
GHN-SAW-0005
GHN-SAW-0200
GHN-SAW-0201
GHN-VTM-0200
GHN-VTM-0201
GHN-VTM-0293
GHN-VTM-0450
GHN-VTM-0453
GHN-VTM-0456
GHN-VTM-0508
GHN-VTM-0554
GHN-VTM-0598
GHN-VTM-0599
GHN-VTM-0603
GHN-VTM-0606
GHN-VTM-0607
GHN-VTM-0614
GHR-VWL-0001
GHR-VWL-0002
LFG-005
LFG-005
LFG-005
LFG-005
LFG-005
LFG-005
LFG-005
LFG-005
soil
soil
soil
soil
rock
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
rock
rock
rock
rock
soil
soil
soil
soil
rock
rock
453733.8
453720.5
453731.4
453731.4
453734.1
453747.8
453740.1
453759.8
453791
453680.1
453682.1
453657.3
453650.6
453650.5
453647
453704.4
453708.8
453673.3
453647.7
453643.3
453764.3
453687.5
453688.1
453661.6
453661.6
453661.6
453648
453647
453652
453071
453071
4062146
4062141
4062143.3
4062143.3
4062140.3
4062137.6
4062141.8
4062135.3
4062312
4062296.6
4062296.6
4062290.3
4062281.8
4062394.3
4062393.8
4062142.6
4062145.2
4062140.8
4062115.6
4062115.1
4062134.4
4062400
4062390.2
4062434.8
4062434.8
4062434.8
4062394.8
4062393.8
4062391.7
4061295
4061293
9765.1
9749.9
9759.7
9759.7
9755
9752.4
9758
9749.2
9853
9615.2
9615.2
9609.6
9609.6
9623.4
9648.2
9735.2
9735.5
9686.9
9600.7
9598.7
9749.3
9740
9708.7
9651.2
9651.2
9651.2
9648.2
9648.2
9647.4
8966
8966
rock
453101
4061551
8494
459288
4062957
8880
in gully of scar
459288
4062957
8880
scar gully
459297
4062858
454394
4060686
Sample
identification
number
LFG-018
LFG-018
LFG-011
LFG-011
LFG-021
LFG-022
LFG-006
LFG-006
LFG-007
LFG-009
LFG-009
LFG-005
LFG-010
LFG-015
LFG-019
LFG-019
LFG-019
LFG-022
LFG-022
LFG-021
GHS-VWL-0004
HAS-GJG-0007
HAS-GJG-0010
HAS-GJG-0014
MID-AAF-0001
GJG-001
Sample
description
UTM
easting
(m)
UTM
northing
(m)
Elevation
(ft)
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
soil
453677.5
453675.9
453656
453657.4
453655
453661.9
453656
453658.4
453658.4
453747
453747
4062137.5
4062137.5
4062127
4062127.1
4062126.9
4062133.8
4062118.6
4062118.8
4062118.8
4062150
4062150
9650.7
9650
9635.3
9635.4
9634.2
9640
9638.6
9640.3
9640.3
9746
9746
Scar
outcrop
rock
rock and
soil
soil
17
Sample location
bench 18, north wall, 938 ft 18NW
bench 18, north wall, 88 ft 18NW
bench 20, south wall, 42 ft 20NW
bench 20, south wall, 36 ft 20SW
bench 20, south wall, 28 ft 20SW
bench 19, north wall, 44 ft 19SW
15 ft from 17SW, bench 18, south wall
23 ft from 17SW, bench 18, south wall
top of GHN
top of GHN
1 bench of test pit LFG-0004, see test pit log for
more informations
45.6 ft from point 11 of neutron density probe
measurements
1st bench, north wall, 84 ft east of NW0
bench 4
bench 3, 47 ft from 3NW
bench 3, 47 ft from 3NW
bench 4, 44-45 ft from 4NW
bench 4, 90-105 ft from 4NW
bench 3, 76 from 3NW
bench 4
Bench 9, North Face, 30-35 ft 9NW
Bench 8, North Face, 6-12 ft 8NW
bench 14 N wall -7 to -2 ft from 14 NW peg
bench 23 S wall, 90 ft from 23SW
bench 23 S wall, 75 ft and 5inches from 23SW
natural ground surface, yellow material
S wall, 60 ft west of SE corner
N wall
north wall
north wall
north wall
same as GHN-VTM-0623
same as GHN-VTM-0622
large ferricrete on east slope of Goathill scar
base of ferricrete
contact of amalia tuff and a breccia on side of
alteration scar
Hanson scar
9431
near MID-KXB-0003
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
identification
number
Trench, test
pit, or drill
hole
identification
number
MID-VTM-0002
MIN-AAF-0001
MIN-AAF-0006
MIN-AAF-0010
MIN-AAF-0012
MIN-AAF-0013
MIN-AAF-0015
MIN-GFA-0001
MIN-GFA-0003
MIN-GFA-0005
MIN-GFA-0006
MIN-GFA-0007
MIN-GFA-0009
MIN-SAN-0001
soil
colluvium
colluvium
debris flow
debris flow
debris flow
debris flow
debris flow
debris flow
debris flow
debris flow
MIN-VTM-0002
MIN-VTM-0003
MIN-VTM-0004
MIN-VTM-0006
MIN-VTM-0007
MIN-VTM-0008
MIN-VTM-0009
PIT-LFG-0011
PIT-LFG-0013
PIT-RDL-0002
PIT-VCV-0001
PIT-VCV-0002
PIT-VCV-0003
PIT-VCV-0004
PIT-VCV-0005
PIT-VCV-0006
PIT-VCV-0007
PIT-VCV-0008
PIT-VCV-0009
PIT-VCV-0010
PIT-VCV-0011
PIT-VCV-0012
PIT-VCV-0013
PIT-VCV-0014
PIT-VCV-0015
PIT-VCV-0016
PIT-VCV-0017
PIT-VCV-0018
PIT-VCV-0019
PIT-VCV-0020
PIT-VCV-0021
PIT-VCV-0022
PIT-VCV-0023
PIT-VCV-0024
PIT-VCV-0025
PIT-VCV-0026
PIT-VCV-0027
Sample
description
UTM
easting
(m)
UTM
northing
(m)
Elevation
(ft)
454395
452374
452374
452366
452363
452374
452366
452331
452331
452331
452331
452331
452331
452369
4060694
4059911
4059912
4059925
4059922
4059930
4059925
405989
4059891
4059891
4059891
405989
405989
4059919
9441
7904
7904
7900
7861
7858
7900
7791
7791
7791
7791
7791
7791
7966
455648.3
455648.3
455648.3
455648.3
455648.3
455648.3
453845
453659
453822
453678.2
453678.2
453086.6
453678.2
453678.2
453678.2
453678.2
453678.2
453678.2
453678.2
453678.2
453678.2
453678.2
453678.2
454185.6
454185.6
454185.6
454185.6
4060959.7
4060959.7
4060959.7
4060959.7
4060959.7
4060959.7
4061403
4061819
4061505
4061878.7
4061878.7
4061207.8
4061878.7
4061878.7
4061878.7
4061878.7
4061878.7
4061878.7
4061878.7
4061878.7
4061878.7
4061878.7
4061878.7
4062158.5
4062158.5
4062158.5
4062158.5
8120
8120
8120
8120
8120
8120
9932
9947
9912
9630
9625
8557
9901
9911
9918
9318
9315
9305
8819
8827
9490
9479
9471
8140
8346
8175
8182
454039.9
454039.9
454039.9
4062034.6
4062034.6
4062034.6
9276
9273
9543
soil
VTM-001
VTM-001
VTM-001
VTM-001
VTM-001
VTM-001
538420
538420
315328
538420
538420
538420
538420
538420
538420
538420
538420
538420
538420
538420
631587
631587
631587
631587
480680
480680
480680
480680
480680
480680
590539
590539
590539
colluvium
colluvium
colluvium
colluvium
colluvium
colluvium
soil
soil
rock
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
core
18
Sample location
near MID-KXB-0003
in forest SW of gas pipeline to admin bldg
in forest SW of gas pipeline to admin bldg
west of MIN-AAF-0001
west of MIN-AAF-0001
north of MIN-AAF-0012
north of MIN-AAF-0012
debris flow, site of in situ test MIN-AAF-0001
along road above headframe, below powerline,
alunite outcrop
Crest of Goathill North Scar
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
core shed
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
identification
number
PIT-VCV-0028
PIT-VCV-0029
PIT-VCV-0030
PIT-VTM-0001
PIT-VTM-0002
Trench, test
pit, or drill
hole
identification
number
590539
590539
590539
QPS-AAF-0019
QPS-AAF-0020
QPS-AAF-0022
QPS-SAN-0001
QPS-VTM-0001
ROC-KMD-0001
ROC-KMD-0002
ROC-VTM-0032
SCS-LFG-0004
SCS-LFG-0005
SCS-LFG-0006
SCS-LFG-0007
SCS-LFG-0008
SGS-KXB-0002
SGS-KXB-0004
SGS-KXB-0006
SGS-KXB-0013
SGS-KXB-0033
SGS-LFG-0001
SPR-AAF-0001
SPR-AAF-0003
SPR-SAN-0001
SPR-VTM-0005
SPR-VTM-0008
SPR-VTM-0010
SPR-VTM-0011
SPR-VTM-0014
SPR-VTM-0017
SPR-VTM-0019
SPR-VTM-0021
SSSAAF-0001
SSS-AAF-0004
SSS-AAF-0005
SSS-AAF-0007
SSS-AAF-0009
SSS-AAF-0011
SSS-AAF-0012
SSS-EHP-0001
SSS-EHP-0002
SSS-EHP-0003
SSS-EHP-0006
SSS-EHP-0011
SSS-EHP-0012
SSS-EHP-0014
COP-10
COP-10
COP-10
COP-10
COP-7
LFG-0001
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
Sample
description
core
core
core
rock
rock
alteration
scar
alteration
scar
alteration
scar
waste rock
alteration
scar
soil
rock
soil
soil
soil
soil
soil
rock
cuttings
cuttings
cuttings
cuttings
cuttings
soil
waste rock
rock pile
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
UTM
easting
(m)
UTM
northing
(m)
454039.9
454039.9
454039.9
453800
443841
4062034.6
4062034.6
4062034.6
4061694
4061908
7667
9076
9067
core shed
core shed
core shed
top of pit
top of pit
454135
4062582
9467
bench above pit
454135
4062582
9467
bench above pit
Elevation
(ft)
Sample location
454135
4062582
9467
bench above pit
454146
4062551
9581
pit scar in between 2 in-situ test pits
454122
4062568
9463
bench above pit
466507
459926
459973
459973
459973
459973
455469.2
455469.2
455469.2
455469.2
455515.3
455162
455245
455245
455255
455255
455257
455257
455257
454439
454439
454440
454440
454131
454131
454132
454132
454132
454132
454132
454404
454404
454404
454404
454404
454404
454404
4055963
4064047
4063905
4063905
4063905
4063905
4061388
4061388
4061388
4061388
4061227.5
4061343
4062313
4062313
4062285
4062367
4062287
4062287
4062287
4062735
4062735
4062735
4062735
4060898
4060898
4060901
4060901
4060902
4060901
4060902
4060242
4060242
4060242
4060242
4060242
4060242
4060242
19
9404
9429
9433
9433
9433
9433
8435.89
8545.89
8545.89
8235.89
8404.23
La Bocita campground at base of andesite outcrop
La Bocita campground at base of andesite outcrop
Fourth of July Canyon
Sulphur Gulch South
9225
9225
9314
9320
9322
9322
9322
9539
9539
9539
9539
9636
9636
9647
9647
9647
9647
9624
8756
8747
8737
8707
8667
8657
8637
near in-situ test SPR
top of Spring Gulch at bend in road
top of Spring Gulch at bend in road
top of Spring Gulch at bend in road
top of Spring Gulch at bend in road
Spring Gulch near old powder magazine
Spring Gulch near old powder magazine
Spring Gulch near old powder magazine
Spring Gulch near old powder magazine
top of SSS
top of SSS
top of SSS
top of SSS
top of SSS
top of SSS
top of SSS
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
identification
number
SSS-EHP-0015
SSS-EHP-0016
SSS-EHP-0017
SSS-EHP-0019
SSS-EHP-0020
SSS-EHP-0021
SSS-EHP-0022
SSS-EHP-0023
SSS-EHP-0025
SSS-EHP-0029
SSS-EHP-0030
SSS-EHP-0031
SSS-EHP-0032
SSS-EHP0033
SSS-EHP-0034
SSS-EHP-0036
SSS-VEV-0001
SSS-VTM-0010
SSS-VTM-0012
SSS-VTM-0600
SSW-AAF-0001
SSW-AAF-0002
SSW-AAF-0005
SSW-AAF-0007
SSW-SAN-0001
SSW-SAN-0007
SSW-VTM-0001
SSW-VTM-0002
SSW-VTM-0016
SSW-VTM-0019
SSW-VTM-0022
SSW-VTM-0023
SSW-VTM-0026
SSW-VTM-0028
SSW-VTM-0030
SWH-GJG-0008
SWH-GJG-0009
SWH-GJG-0012
SWH-GJG-0015
Trench, test
pit, or drill
hole
identification
number
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
SI-50
Sample
description
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
cuttings
rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
waste rock
rock
rock
rock with
soil
rock with
soil
UTM
easting
(m)
UTM
northing
(m)
Elevation
(ft)
454404
454404
454404
454404
454404
454404
454404
454404
454404
454404
454404
454404
454404
454404
454404
454404
454286
454120
454110
454120
453672
453672
453699
453687
453682
453975
453963
453963
453841
453841
453838
453838
453832
453832
453831
458732
458732
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060242
4060187
4060712
4060712
4060712
4060616
4060617
4060554
4060551
4060534
4060822
4060829
4060829
4060491
4060491
4060499
4060499
4060592
4060592
4060588
4062439
4062439
8627
8617
8607
8587
8577
8567
8567
8547
8527
8497
8487
8477
8467
8457
8447
8427
8756
9703
9696
9703
9022
9028
9038
8997
8969
9676
9656
9656
9326
9326
9322
9322
9520
9520
9520
8710
8710
458732
4062439
8721
Lower SWH
458732
4062439
8746
Lower SWH
20
Sample location
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
Sugar Shack South rock pile, lower bench
same as SSS-JMS-0001, lower lysimeter
near repeater site on SSS
near repeater site on SSS
near repeater site on SSS
middle road near drill hole 39-93
middle road near drill hole 39-93
middle road, south end
Middle road
from the same location as SSW-SAN-0005
edge of SSW
edge of SSW
arroyo, SWH scars
Lower SWH
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-3. Summary of hand specimen descriptions of samples tested for point load and slake durability.
Sample
identification
Field description
Color
Grain size
Alteration
number
GHN-EHP-0001
unit AE
orange brown
sandy gravel with clay
oxidized
GHN-EHP-0002
unit AF
gray with little yellow
sandy gravel
weathered
GHN-EHP-0003
rubble zone
yellow
sandy gravel with cobbles, clay
oxidized
GHN-EHP-0004
colluvium possible shear
black
silt-clay with organics
GHN-EHP-0005
colluvium
gryey bron
sandy clay
weathered
GHN-EHP-0006
bedrock
gray
clay
weathered
GHN-EHP-0007
bedrock
brown
sandy gravel
weathered
GHN-HRS-0096
colluvium
yellow
fines with g ravel
acid weathered
GHN-JRM-0001
Unit J
orange to yellowish green
clayey gravel
highly weathered
well graded gravel, fine to coarse
GHN-JRM-0002
Unit N
Brown
propylitic
gravel
GHN-JRM-0008
Unit N
Dark Brown
GHN-JRM-0009
Unit J
Light greay (light yellowish)
argilic + weathering
GHN-JRM-0022
Unit K
grey
clay to gravel
GHN-JRM-0027
Unit K
clay-sand-pebble
weathered
GHN-JRM-0031
Unit O
GHN-JRM-0037
unit AC
orange brown
less weathered
GHN-JRM-0038
unit AD
mottled gray, brown, orange yellow brown
GHN-JRM-0039
unit AD
mottled gray, yellow, brown
clayey gravel with cobbles, boulder
clayey gravel with cobbles,
GHN-JRM-0040
unit AD
mottled gray, brown, yellow
oxidized
boulder
GHN-JRM-0047
unit AD
mottled gray, brown, orange yellow brown
GHN-KMD-0013
Unit O
dark brown w/ orange
clayey gravel
weathered
little weathering,
GHN-KMD-0014
Unit K
dark greenish gray
sandy gravel
epidote alteration
weathered epidote
GHN-KMD-0015
Unit R
dark brown w/ orange
sandy gravel
to iron, Mn oxide
GHN-KMD-0016
Unit S
brownish gray w/ green
sandy gravel
epidote
Unit I, sandy clay w/ some
GHN-KMD-0017
grayish yellow
sandy clay
QSP Altered
gravel
Unit J, clayey gravel with
minor oxidation; Fe,
GHN-KMD-0018
dark orange brown
clayey gravel
coarse gravel
Mn oxides
Unit O, clayey gravel with some
GHN-KMD-0019
grayish brown
clayey gravel
epidote weathered
coarse gravel
GHN-KMD-0026
Unit M
orange-brown
clayey gravel
oxidized
GHN-KMD-0027
Unit N
dark orange
clayey sand with gravel
oxidized
GHN-KMD-0028
Unit N
bright greenish orange
clayey gravel
oxidized
GHN-KMD-0048
Unit S
dark brown to black
sandy gravel
propollytic
GHN-KMD-0050
Unit O
brown
GHN-KMD-0051
Unit O
dark brown
GHN-KMD-0052
Unit K
purplish gray
GHN-KMD-0053
contact between Unit N-J
brown
GHN-KMD-0054
Unit J
orange brown
GHN-KMD-0055
Unit I
yellow brown
GHN-KMD-0056
Unit V
brown and orange
sand gravel with clay
weathered
weathered
GHN-KMD-0057
Unit O
brown and greenish gray
sandy gravel
proplytitic
GHN-KMD-0062
Unit N
orange brown
sandy gravel with clay
weathered
GHN-KMD-0063
Unit J
orange brown
clayey gravel with sand
weathered
GHN-KMD-0064
Unit U
orange brown
clayey gravel with sand
weathered
GHN-KMD-0065
Unit V
dark brown to purplish black
sandy gravel with some cobbles
propolytic
GHN-KMD-0071
Unit U, V contact
brown orange
clay to cobble
weathered
GHN-KMD-0072
coarse zone in Unit O
brown
cobbles
weathered
GHN-KMD-0073
Unit O
brown
cobbles to clay
weathered
GHN-KMD-0074
Unit U
brown
GHN-KMD-0077
Unit U
dark brown
fine sand, clay
21
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
identification
number
GHN-KMD-0078
GHN-KMD-0079
GHN-KMD-0080
GHN-KMD-0081
GHN-KMD-0082
GHN-KMD-0088
GHN-KMD-0090
GHN-KMD-0092
GHN-KMD-0095
GHN-KMD-0096
GHN-KMD-0097
GHN-LFG-0018
GHN-LFG-0020
GHN-LFG-0037
GHN-LFG-0041
GHN-LFG-0057
GHN-LFG-0060
GHN-LFG-0085
GHN-LFG-0086
GHN-LFG-0088
GHN-LFG-0089
GHN-LFG-0090
GHN-LFG-0091
GHN-RDL-0002
GHN-RDL-0003
GHN-SAW-0002
GHN-SAW-0003
GHN-SAW-0004
GHN-SAW-0005
GHN-SAW-0200
GHN-SAW-0201
GHN-VTM-0200
GHN-VTM-0201
GHN-VTM-0263
GHN-VTM-0293
GHN-VTM-0450
GHN-VTM-0453
GHN-VTM-0456
GHN-VTM-0508
GHN-VTM-0554
Field description
Color
Grain size
Alteration
Unit U
Unit U
Unit S
Unit R
Unit O
Unit O
Unit O
Unit O1
Unit C
Unit J
Unit O
traffic zone
traffic zone
Unit H
rubble zone
Unit J
rubble zone
Unit K
Unit N
Unit O
rubble zone
Unit P
colluvium
orange brown
medium brown, orange
dark brown
brown
dark brown
yellow orange
orange brown
greenish
yellow gray
clay to large cobble
clay to large cobble
oxidized
oxidized
unit AF
unit AF
unit AD
Unit E
colluvium
colluvium
Unit N orange brown; clay to
cobbles
Unit N; clay to boulders (up to
30cm)
Unit I
Unit I
Unit O
Unit O (clay rich)
weathered bedrock
colluvium
bedrock
oxidixed
clay to gravel
grey orange
orange
brown/olive
gravel sand with some fine
gravel with clay and boulders
weathered
oxidized
oxidized
clay to rubble
gravel with fines
fine porphyritic
fine
oxidized
QSP
QSP
brown orange
brown to gray
gray to purple
brown
yellow to green to brown
white to light gray
white to light gray
gray
gray
yellow
brown
olive gray to dark brown
light-medium brown
gravel with fines
gravel with fines
orange brown
clay to cobbles
clay oxidized
light brown to orange
clay to boulders
oxidized clay
orange yellow with gray
clay to large cobbles
oxidized
dk brown
orange brown some gray
yellowish to greenish brown
brown
gray to red gray to green gray
coarse layer
sandy gravel with clay
clay to cobble
fine
fine grained
mostly cobbles with some clayyelow to gray
sand matrix
gray
clay to gravel
black brown
clay to cobble
brown
clay
yellow gray
boulders with fines
greenish gray to white gray
reddish brown
orange brown
GHN-VTM-0598
rubble zone
GHN-VTM-0599
GHN-VTM-0603
GHN-VTM-0606
GHN-VTM-0607
GHN-VTM-0614
GHR-VWL-0001
GHR-VWL-0002
saprolitic bedrock
weathered bedrock
colluvium
rubbe zone
colluvium
GHS-VWL-0004
Ferricrete
dark brown to orange
HAS-GJG-0006
HAS-GJG-0007
andesite
andesite
rock fragments and residual
soil
gry, brown, green
gray unweathered
HAS-GJG-0008
clay to cobble
clay to cobble
clay to cobble
clay to cobble
brown to tan
22
weathering
weathering
oxidized
weathered
weathered
weathered
acid sulfate
acid sulfate
strong QSP of host
rock
QSP, prop
QSP
cobbles with fines
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
identification
number
HAS-GJG-0009
HAS-GJG-0010
Field description
Color
Grain size
Alteration
gray to white andesite
gray to white andesite
gray, white
gray, white
light gray to brown to olive
mottled
cobbles with fines
cobbles with fines
QSP
QSP
gravel with slit and some clay
qsp
HAS-GJG-0014
MID-AAF-0001
well graded soil
yellow brown
gravel with fines
MID-VTM-0002
yellow brown
MIN-AAF-0001
tan
boulders to clay
gravelly sand with boulders and
fines
gravelly sand with boulders and
fines
cobbles to clay
cobbles to clay
cobbles to clay
cobbles to clay
boulders to clay
boulder to clay
boulders to clay
gravel to fine silt
cobble to fine silt
coarse gravel to sandy
cobbles to clay
fine to coarse
cobbles to clay/silt
cobbles to clay/silt
cobbles to clay/silt
cobbles to clay/silt
cobbles to clay/silt
cobbles to clay/silt
sandy, gravel, silty-clay
Clay and Sand silty matrix
fine grained
MIN-AAF-0006
MIN-AAF-0010
MIN-AAF-0012
MIN-AAF-0013
MIN-AAF-0015
MIN-GFA-0001
MIN-GFA-0003
MIN-GFA-0005
MIN-GFA-0006
MIN-GFA-0007
MIN-GFA-0009
MIN-SAN-0001
MIN-VTM-0002
MIN-VTM-0003
MIN-VTM-0004
MIN-VTM-0006
MIN-VTM-0007
MIN-VTM-0008
MIN-VTM-0009
PIT-LFG-0011
PIT-LFG-0013
PIT-RDL-0002
PIT-VCV-0001
PIT-VCV-0002
PIT-VCV-0003
tan
well graded debris flow
Amalia
andesite
andesite
andesite
light brown
light brown
light brown
light brown
brown
brown
brow
brown
brown
light redish brown
light brown
pink, white
light brown
light brown
light brown
light brown
dark brown
light brown
dark brown to black
yellowish Brown
light gray
gray brown
light green to gray
light green to gray
PIT-VCV-0004
Amalia
white to gray
PIT-VCV-0005
PIT-VCV-0006
PIT-VCV-0007
PIT-VCV-0008
PIT-VCV-0009
PIT-VCV-0010
PIT-VCV-0011
PIT-VCV-0012
PIT-VCV-0013
PIT-VCV-0014
PIT-VCV-0015
PIT-VCV-0016
PIT-VCV-0017
PIT-VCV-0018
PIT-VCV-0019
PIT-VCV-0020
PIT-VCV-0021
PIT-VCV-0022
PIT-VCV-0023
PIT-VCV-0024
Amalia Tuff
Amalia Tuff
andesite breccia
porphytic andesite
andesite breccia
Goat Hill porphyry
Goat Hill porphyry
porphyritic andesite
porphyritic andesite
porphyritic andesite
aplite
granite
andesite
granite
andesite
andesite
andesite
andesite
prophylitic andesite
andesite breccia
gray/light yellow
gray-white
green gray
gray-green
well graded debris flow
well graded debris flow
well graded
well graded
well graded
poorly graded gravel
poorly garded sandy gravel
well graded
rock
debris flow, unit A2
debris flow, unit A3
debris flow, unit A5
debris flow, unit A6
debris flow, unit A1
debris flow, unit A1
white gray
white gray
green
green gray
gray
pink
pink with black
gray, slight green
white, gray, green
gray brown
gray brown
gray brown
gray green
green
green, purple
23
clasts to 2 inch
1-2 mm phenocrysts
1-3 cm
1-5 mm phenocrysts
1-3 mm phenocrysts
1-3 mm phenocrysts
1-5 mm phenocrysts
1-5 mm phenocrysts
fine grained
QSP of Amalia and
prophyry
QSP
QSP
QSP
QSP
QSP
QSP
QSP
QSP
QSP
QSP
QSP
acid sulfate
fresh weathered
highly weathered
QSP/oxidized
prophylitic
prophylitic
QSP/yellow
oxidation
slight oxidized
slight oxidized
prophylitic
prophylitic chlorite
prophylitic
prophylitic
prophylitic chlorite
prophylitic
prophylitic
QSP, pyrite
prophylitic
prophylitic
prophylitic
QSP
QSP
QSP
prophylitic
prophylitic
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
identification
number
PIT-VCV-0025
PIT-VCV-0026
PIT-VCV-0027
PIT-VCV-0028
PIT-VCV-0029
Field description
Color
oxidized porphyry
oxidized porphyry
andesite
aplite
andesite
gray, white, brown
gray, white, brown
gray brown
pink
gray
PIT-VCV-0030
andesite
gray brown
PIT-VTM-0001
PIT-VTM-0002
QPS-AAF-0019
QPS-AAF-0020
QPS-AAF-0022
QPS-SAN-0001
QPS-VTM-0001
ROC-KMD-0001
ROC-KMD-0002
ROC-VTM-0032
mapped as water mellon
breccia, part of Christmas Tree
porphyry
mapped as water mellon
breccia, part of Christmas Tree
porphyry
well graded GWGC
well graded GWGC
well graded GWGC
well graded
well graded GWGC
soil with large range of particle
size
andesite
soil with roots
SCS-LFG-0004
SCS-LFG-0005
SCS-LFG-0006
SCS-LFG-0007
SCS-LFG-0008
SGS-KXB-0002
SGS-KXB-0004
SGS-KXB-0006
SGS-KXB-0013
SGS-KXB-0033
SGS-LFG-0001
SPR-AAF-0001
SPR-AAF-0003
SPR-SAN-0001
SPR-VTM-0005
SPR-VTM-0008
SPR-VTM-0010
SPR-VTM-0011
SPR-VTM-0014
SPR-VTM-0017
SPR-VTM-0019
SPR-VTM-0021
SSSAAF-0001
SSS-AAF-0004
SSS-AAF-0005
SSS-AAF-0007
SSS-AAF-0009
SSS-AAF-0011
SSS-AAF-0012
SSS-EHP-0001
SSS-EHP-0002
Grain size
Alteration
oxidized
oxidized
QSP
QSP
QSP, pyrite
QSP, pyrite,
chlorite, prophylitic
gray to green
fine to medium
epidote, chlorite
gray to green
fine to medium
epidote, chlorite
yellow brown
yellow brown
brown
brown
brown
large rocks to clay
large rocks to clay
large rocks to clay
boulders to clay
large rocks to clay
QSP
QSP
QSP
QSP
QSP
brown
gravel with fines
prophlytic
blue black
black
light gray to white with severe
iron stainy along joints
light brown with yellow
greewish
fine with phenocrysts
clay to gravel
less weathered
Sand/Silty clay
QSP Altered
sand/clayey gravel
highly altereted
Block size (50mm) indicates
light grey with brown
degree of weathering
rock with severe iron stainy along joints
matrix supported
well graded
rocky soil
gray
gray
gray
yellow brown
grren and gray
10YR 6/8
brown to dark brown gray
brown
brown
dark gray
sand
sand
sand
sand with pebble
coarse sand to gravel
2 inches to sand or fine
GPGC cobbles to fines
cobbles to fines
angular
gravel with fines, cobbles
loose rocky soilwith grass roots
dark gray
gravel with fines, cobbles
dark gray
gravel with fines, cobbles
dark gray
gravel with fines, cobbles
gray
dark gray
gray with brown
gray with brown
light brown
light brown
orange brown
orange brown
gray with some brown
brown
gray with some brown
light gray
light gray
clayey gravel with cobbles
clayey gravel with cobbles
clayey gravel with cobbles
clayey gravel with cobbles
cobbles with fines
cobbles with fines
cobbles with fines
cobbles with fines
cobbles with fines
cobbles with fines
cobbles with fines
gravel with fines
gravel with fines
loose rocky soil with grass
roots
loose rocky soil with grass
roots
weathered rocky soil
weathered rocky soil
rocky clayey soil
rocky clayey soil
rocky
brown layer of in situ block
24
prophyitic
propyllitic
prop
prop
argillic
argillic, calcite,
chlorite
argillic, calcite,
chlorite
argillic, calcite,
chlorite
QSP
QSP
QSP
QSP
QSP
QSP
QSP
QSP
QSP
QSP
QSP
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
identification
number
SSS-EHP-0003
SSS-EHP-0006
SSS-EHP-0011
SSS-EHP-0012
SSS-EHP-0014
SSS-EHP-0015
SSS-EHP-0016
SSS-EHP-0017
SSS-EHP-0019
SSS-EHP-0020
SSS-EHP-0021
SSS-EHP-0022
SSS-EHP-0023
SSS-EHP-0025
SSS-EHP-0029
SSS-EHP-0030
SSS-EHP-0031
SSS-EHP-0032
SSS-EHP0033
SSS-EHP-0034
SSS-EHP-0036
Field description
Color
Grain size
gray
gray
gray
gray
gray
gray
orange brown
orange brown
orange brown
yellow gray
yellow gray
yellow gray
light gray
gray
light gray
gray
gray
gray
gray to orange gray
orange gray
gray
gravel with fines
gravel with fines
gravel with fines
gravel with fines
gravel with fines
gravel with fines
sandy gravel
sandy gravel
gravel with fines
gravel with fines
gravel with fines
gravel with fines
gravel with fines
gravel with fines
cobbles with gravel
cobbles with gravel
cobbles with gravel
cobbles with gravel
gravel with fines
gravel with a lot of fines
sandy gravel
SSS-VEV-0001
ferricrete boulder, probably
from alteration scar befor
covering with rock pile
dark orange to brown
SSS-VTM-0010
rocky soil
brown gray
gravel with fines, cobbles
SSS-VTM-0012
loose rock pile material
brown
gravel with fines, cobbles
Alteration
yellow coatings
yellow coating
yellow coating
yellow coating
yellow coating
ferricrete
argillic, some
chlorite
argillic, some
chlorite
argillic, some
chlorite
QSP
QSP
QSP
QSP
QSP
SSS-VTM-0600
rocky soil
brown gray
gravel with fines, cobbles
SSW-AAF-0001
SSW-AAF-0002
SSW-AAF-0005
SSW-AAF-0007
SSW-SAN-0001
SSW-SAN-0007
well graded soil
select clay lense
well graded
well graded
well graded
brown
white gray
brown
brown
light brown
gravey sand
clayey gravel
cobbles to clay
cobbles to clay
cobbles to clay
SSW-VTM-0001
rocky soii with clay lenses
brown
gravel with fines
SSW-VTM-0002
rocky soii with clay lenses
brown
gravel with fines
dark gray with some yellow
dark olive gray to brown with
some yellow orange
cobbles to clay
QSP acid
generating
QSP acid
generating
QSP
cobbles to clay
QSP
gray with some yellow orange
cobbles to clay
QSP
gray with some yellow orange
cobbles to clay
QSP
cobbles to clay
cobbles to clay
cobbles to clay
QSP
QSP
QSP
QSP
QSP
QSP
SSW-VTM-0016
SSW-VTM-0019
SSW-VTM-0022
SSW-VTM-0023
SSW-VTM-0026
SSW-VTM-0028
SSW-VTM-0030
SWH-GJG-0008
SWH-GJG-0009
SWH-GJG-0012
SWH-GJG-0015
layered, dipping 15 degrees on
north wall
layered, dipping 15 degrees on
north wall
layered, dipping 15 degrees on
north wall
yellow orange
yellow orange
yellow brown
bedrock
gray
weathered bedrock
brown
soil to weathered bedrock
brown to green gray
25
rock, little fines
cobbles to sands
cobbles with fines
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-4. Summary of lithology and hydrothermal alteration for samples tested for slake durability and point load.
Sample
rhyolite (Amalia Tuff) %
Andesite %
Intrusive aplite %
QSP %
GHN-EHP-0007
100
GHN-JRM-0001
100
90
GHN-KMD-0013
25
75
30
GHN-KMD-0014
10
90
25
GHN-KMD-0015
0
100
25
GHN-KMD-0016
0
100
25
GHN-KMD-0017
17
83
50
GHN-KMD-0018
35
65
20
GHN-KMD-0019
0
100
10
GHN-KMD-0026
60
40
40
GHN-KMD-0027
50
50
30
GHN-KMD-0051
60
40
25
GHN-KMD-0052
GHN-KMD-0053
50
50
30
GHN-KMD-0054
GHN-KMD-0055
20
80
50
GHN-KMD-0056
70
30
30
GHN-KMD-0057
100
15
GHN-KMD-0065
60
40
20
GHN-KMD-0071
40
30
30
25
GHN-KMD-0072
GHN-KMD-0073
10
90
25
GHN-KMD-0074
20
80
35
GHN-KMD-0079
20
80
50
GHN-KMD-0080
GHN-KMD-0081
50
50
55
GHN-KMD-0082
95
5
30
GHN-KMD-0088
100
60
GHN-KMD-0096
100
0
70
GHN-KMD-0097
60
GHN-LFG-0085
90
10
25
GHN-LFG-0086
GHN-LFG-0088
0
100
25
GHN-LFG-0089
GHN-LFG-0090
0
100
25
GHN-LFG-0091
100
0
70
GHN-RDL-0002
100
GHN-RDL-0003
100
GHN-VTM-0263
12
88
3
GHN-VTM-0450
10
80
10
15
GHN-VTM-0453
0
75
25
55
GHN-VTM-0456
100
GHN-VTM-0508
0
100
40
GHN-VTM-0554
100
GHN-VTM-0599
100
75
GHN-VTM-0603
75
GHN-VTM-0606
75
25
40
GHN-VTM-0614
0
100
70
MIN-GFA-0001
1
99
65
MIN-GFA-0003
100
85
MIN-GFA-0005
99
1
70
MIN-GFA-0009
100
70
MIN-SAN-0002
5
95
30
MIN-VTM-0003
100
PIT-LFG-0013
100
26
Propylitic %
2
5
20
12
20
2
8
25
1
7
15
Argillic %
3
3
20
3
5
7
40
5
10
2
12
10
7
2
10
15
10
3
3
2
2
4
12
3
8
3
6
55
8
15
5
4
10
5
20
25
5
2
10
3
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
PIT-RDL-0002
PIT-VCV-0001
PIT-VCV-0002
PIT-VCV-0003
PIT-VCV-0004
PIT-VCV-0005
PIT-VCV-0006
PIT-VCV-0007
PIT-VCV-0008
PIT-VCV-0009
PIT-VCV-0010
PIT-VCV-0011
PIT-VCV-0012
PIT-VCV-0013
PIT-VCV-0014
PIT-VCV-0015
PIT-VCV-0016
PIT-VCV-0017
PIT-VCV-0018
PIT-VCV-0019
PIT-VCV-0020
PIT-VCV-0021
PIT-VCV-0022
PIT-VCV-0023
PIT-VCV-0024
PIT-VCV-0025
PIT-VCV-0026
PIT-VCV-0027
PIT-VCV-0028
PIT-VCV-0029
PIT-VCV-0030
PIT-VTM-0001
PIT-VTM-0002
QPS-AAF-0001
QPS-AAF-0003
QPS-AAF-0005
QPS-AAF-0009
QPS-SAN-0002
ROC-KMD-0001
ROC-KMD-0002
ROC-VTM-0032
SCS-LFG-0004
SCS-LFG-0005
SCS-LFG-0006
SCS-LFG-0007
SCS-LFG-0008
SPR-SAN-0002
SPR-VTM-0005
SPR-VTM-0008
SPR-VTM-0010
SPR-VTM-0017
SSS-AAF-0004
SSS-AAF-0005
SSS-AAF-0009
SSS-EHP-0014
SSS-EHP-0015
SSS-EHP-0019
rhyolite (Amalia Tuff) %
100
Andesite %
Intrusive aplite %
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
90
20
20
20
5
80
80
80
80
0
0
0
0
95
100
100
100
0
0
0
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
QSP %
Propylitic %
25
80
40
60
20
25
40
10
20
50
60
60
65
50
65
25
30
35
70
90
85
50
60
60
75
70
90
60
45
70
1
30
27
5
5
20
15
10
3
7
8
32
30
45
35
Argillic %
2
68
20
55
7
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
SSS-EHP-0020
SSS-EHP-0023
SSS-EHP-0025
SSS-VTM-0600
SSW-AAF-0001
SSW-AAF-0002
SSW-AAF-0005
SSW-AAF-0007
SSW-AAF-0009
SSW-SAN-0002
SSW-SAN-0006
rhyolite (Amalia Tuff) %
95
Andesite %
100
100
100
80
80
80
100
3
Intrusive aplite %
Propylitic %
25
50
5
1
Argillic %
20
20
20
2
28
QSP %
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-5. Mineralogy in weight percent for samples tested for slake durability and point load, as determined by modified ModAn (McLemore et al.,
2009).
Sample
Quartz
K-feldspar
Plagioclase
Epidote
Calcite
Pyrite
Fe Oxide
Gypsum
Molybdenite
Biotite
GHN-EHP-0001
35
24
13
0.9
1
2
0.1
GHN-EHP-0002
47
21
1
0.6
0.1
0.9
0.6
GHN-JRM-0001
35
7
15
0.01
0.4
3
1.2
0.01
GHN-KMD-0013
29
20
16
0.2
0.4
0.1
6
1
0.01
0.01
GHN-KMD-0014
19
37
19
9
1.4
0.2
1
0.04
0.01
0.01
GHN-KMD-0015
30
20
15
0.1
1.4
0.1
5
0.7
GHN-KMD-0016
24
22
22
12
0.01
0.2
0.5
1
GHN-KMD-0017
32
3
21
0.1
3
0.6
1.5
GHN-KMD-0018
39
25
4
0.4
0.4
1.7
1.2
GHN-KMD-0019
24
18
24
7
2
0.1
2
0.24
GHN-KMD-0026
36
29
15
0.01
0.3
0.1
4
0.6
GHN-KMD-0027
35
26
11
0.01
0.7
0.01
5
0.6
GHN-KMD-0048
25
24
24
10
0.4
0.1
2
GHN-KMD-0050
25
23
22
8
0.9
0.1
2
GHN-KMD-0051
27
25
19
4
1.8
0.2
3
2
GHN-KMD-0052
29
20
16
3
2.5
2
2
0.4
GHN-KMD-0053
38
27
8
1
0.7
0.1
3
0.6
GHN-KMD-0054
28
24
17
5
0.5
0.5
3
1
GHN-KMD-0055
48
14
5
0.5
3
0.7
1
GHN-KMD-0056
30
24
20
3
0.5
0.2
3
0.41
GHN-KMD-0057
26
17
25
7
1
0.2
2
GHN-KMD-0062
35
21
10
1
0.01
5
0.1
GHN-KMD-0063
33
16
13
0.1
0.2
1
4
0
GHN-KMD-0064
33
27
16
2
0.1
0.3
4
GHN-KMD-0065
29
22
17
3
0.4
0.1
5
0.3
0.01
GHN-KMD-0071
30
23
20
2
0.4
0.8
2
0.8
GHN-KMD-0072
27
24
20
6
1
0.1
3
GHN-KMD-0073
25
22
21
5
1
0.3
2
0.4
GHN-KMD-0074
28
21
18
5
0.4
0.2
3
0.4
GHN-KMD-0077
32
26
19
2
0.4
0.1
3.5
GHN-KMD-0078
35
26
18
0.4
0.4
3
GHN-KMD-0079
31
23
17
2
0.5
0.3
4
0.8
GHN-KMD-0080
24
23
23
10
0.4
0.1
2
GHN-KMD-0081
33
21
18
1
0.5
0.6
3
0.7
GHN-KMD-0082
26
23
23
5
1
0.3
2
1.2
0.01
GHN-KMD-0088
29
23
19
0.01
0.2
0.9
3
1.8
GHN-KMD-0092
30
20
17
0.3
0.7
3
GHN-KMD-0095
48
25
0
0.3
0.7
0.2
GHN-KMD-0096
46
19
2
0.01
0.5
0.3
0.4
0.81
0.01
GHN-KMD-0097
39
25
2
0.01
0.3
1
0.4
0
GHN-KMD-0100
34
25
11
0.5
0.01
4
GHN-LFG-0085
27
22
17
7
0.4
0.1
4
0.2
GHN-LFG-0086
26
22
16
7
0.3
2
2
1.7
GHN-LFG-0088
24
24
22
8
2
0.1
2
0.28
GHN-LFG-0089
GHN-LFG-0090
23
21
23
3
1.2
1
4
1.5
GHN-LFG-0091
55
6
4
0.001
1
1
6
GHN-RDL-0002
0.02
GHN-SAW-0200
0.23
GHN-SAW-0201
0.21
GHN-VTM-0263
45
14
0.6
0.5
4
0.3
0.7
GHN-VTM-0293
42
14
4
1
3
0.7
2
GHN-VTM-0450
26
20
22
5
0.6
0.4
4
0.01
GHN-VTM-0453
25
20
17
1
1
2
4
2
1
29
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
GHN-VTM-0456
GHN-VTM-0508
GHN-VTM-0599
GHN-VTM-0603
GHN-VTM-0606
GHN-VTM-0607
GHN-VTM-0614
GHR-VWL-0004
HAS-GJG-0006
HAS-GJG-0007
HAS-GJG-0008
HAS-GJG-0009
HAS-GJG-0010
MID-AAF-0001
MID-AAF-0002
MID-VTM-0002
MIN-AAF-0001
MIN-AAF-0004
MIN-AAF-0010
MIN-AAF-0013
MIN-GFA-0001
MIN-GFA-0003
MIN-GFA-0005
MIN-GFA-0009
MIN-SAN-0002
PIT-LFG-0013
PIT-RDL-0002
PIT-VCV-0001
PIT-VCV-0002
PIT-VCV-0003
PIT-VCV-0004
PIT-VCV-0005
PIT-VCV-0006
PIT-VCV-0007
PIT-VCV-0008
PIT-VCV-0009
PIT-VCV-0010
PIT-VCV-0011
PIT-VCV-0012
PIT-VCV-0013
PIT-VCV-0014
PIT-VCV-0015
PIT-VCV-0016
PIT-VCV-0017
PIT-VCV-0018
PIT-VCV-0019
PIT-VCV-0020
PIT-VCV-0021
PIT-VCV-0022
PIT-VCV-0023
PIT-VCV-0024
PIT-VCV-0025
PIT-VCV-0026
PIT-VCV-0027
PIT-VCV-0028
PIT-VCV-0029
PIT-VTM-0001
Quartz
K-feldspar
Plagioclase
Epidote
Calcite
44
30
33
49
39
31
28
21
24
28
25
45
32
35
49
47
45
44
48
45
43
46
48
45
39
46
25
37
23
59
58
75
30
41
31
28
30
48
55
47
41
29
33
36
30
24
23
23
26
30
40
37
28
38
55
32
13
13
2
12
13
1
14
21
9
6
11
3
7
8
9
1
2
0.1
0
0
0.01
3
1
5
2
0.001
0.6
0.3
0.1
13
10
19
15
22
12
22
18
16
20
16
13
0.6
40
30
33
17
16
12
35
17
17
32
35
18
10
19
37
38
38
38
17
16
18
14
21
18
19
28
35
6
4
5
3
14
9
2
0.1
0.2
0.2
0.1
0.1
1
0.3
0.2
0.5
0.04
0.1
0.1
0.3
0.1
1
2
0.5
0.1
0.1
0.01
0.01
0.6
5
0.7
2
17
0.01
29
7
2
2
14
19
9
1
0.2
0.2
15
14
7
11
4
4
15
24
18
3
0.7
1
6
23
15
30
0.4
0.01
0.001
0.4
4
5
0.4
0.1
0.6
15
Pyrite
0.2
0.9
1.5
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
5
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
1
5.3
2.1
2
2
0.8
3
2
0.5
2
1
2
0.1
0.5
0.05
0.1
0.1
1
0.8
0.3
0.7
1
0.5
0.1
30
0.2
0.8
0.6
2
0.01
0.01
0.1
0.01
0.1
0.1
0.1
0.01
0.9
7
5
7
0.01
0.01
1E-04
4
3.7
5.6
3
3
3
2
2
0.6
1E-04
0.9
1
0.9
2
3
7
9
2
6
7
5
4
6
0.1
Fe Oxide
Gypsum
3
4
3
1
3
0.1
12
2
3
4.8
0.2
0.4
1
0.6
6
1
1
4
4
0.01
2
2
0.7
1
2
3
2
2
1
1
0.01
0.01
1
1
0.8
0.01
0.01
1
0.4
0.7
0.01
0.2
0.1
0.01
1
1
0.01
0.01
0.01
0.01
0.01
0.01
0.4
0.1
Molybdenite
Biotite
0.001
0
8
12
15
5
5
3
3
0.7
0.1
0.1
0.1
0.08
0.01
0.3
0.04
0.1
0.2
0.5
0.001
0.01
0.2
0.2
0.3
0
0.3
0
0
0.2
0.2
0.1
0.2
0.2
0.1
0.1
0.2
0.1
4
0.5
7
7
9
0.6
0.3
0.4
0.2
0.2
0.3
0.01
2
3
5
1
1
2
0.03
0.01
7
0
3
0.01
1
4
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
PIT-VTM-0002
QPS-AAF-0001
QPS-AAF-0003
QPS-AAF-0005
QPS-AAF-0009
QPS-SAN-0002
QPS-VTM-0001
ROC-KMD-0002
ROC-VTM-0032
SCS-LFG-0004
SCS-LFG-0005
SCS-LFG-0006
SPR-AAF-0001
SPR-AAF-0003
SPR-SAN-0002
SPR-VTM-0012
SPR-VTM-0017
SPR-VTM-0021
SSS-AAF-0001
SSS-AAF-0005
SSS-AAF-0009
SSS-VTM-0600
SSW-AAF-0001
SSW-AAF-0005
SSW-AAF-0007
SSW-AAF-0009
SSW-SAN-0002
SSW-SAN-0006
SSW-VTM-0001
SSW-VTM-0030
SWH-GJG-0008
SWH-GJG-0009
SWH-GJG-0012
SWH-GJG-0015
Sample
GHN-EHP0001
GHN-EHP0002
GHN-JRM0001
GHN-KMD0013
GHN-KMD0014
GHN-KMD0015
GHN-KMD0016
GHN-KMD0017
GHN-KMD0018
GHN-KMD0019
GHN-KMD0026
GHN-KMD0027
GHN-KMD-
Quartz
23
38
34
34
35
42
33
16
19
17
34
30
26
25
25
56
49
51
29
38
47
36
25
33
34
30
32
37
49
31
30
23
30
33
Fluorite
0.01
K-feldspar
27
12
10
6
17
4
12
20
18
Plagioclase
24
13
14
14
6
10
16
36
24
6
18
17
18
21
11
18
22
14
4
15
17
21
11
16
16
8
22
3
8
24
13
13
16
Magnetite
5
21
24
22
18
0.8
7
5
1
13
20
18
10
16
18
2
6
13
22
20
28
Epidote
11
0.01
0.01
3
0.01
2
5
2
2
0.01
0
5
0.01
3
7
Calcite
0.1
0.7
0.1
0.09
0.3
0.2
0.4
0.2
1
0.001
0.1
0.1
0.6
0.4
0.5
0.1
0.1
0.1
0.2
0.01
0.4
0.2
0.1
0.2
0.1
0.3
0.1
0.3
0.3
0.6
Pyrite
0.2
0.2
0.1
0.3
0.2
6
0.001
0.5
0.5
0.5
0.3
0.3
0.9
0.2
0.4
0.4
0.5
0.2
0.4
0.2
1
0.8
0.3
0.1
0.4
1
0.6
1
0.7
Apatite
Kaolonite
Chlorite
Illite
Smectite
0.5
1
3
17
1
0.1
1
2
23
0.2
1
3
0.6
1
0.7
Fe Oxide
2
2
3
3
3
0.8
4
0.8
6
2
0.3
0.1
2
4
4
0.7
0.3
0.5
6
4
1
4
6
4
2
1
2
0.6
4
1
Gypsum
0.9
2
2
0.9
1
1
0
0.02
8
2.3
1
0.6
1
2
0.04
0.02
0.02
3
1.21
0
0
0.51
0
2
0
2
1
2
3.1
7
12
4
4
12
Jarosite
Biotite
1
13
6
0.01
0.01
Rutile
Zircon
0
0.4
0.04
1
2
0.2
0.06
27
2
4
0.4
0.03
3
20
2
0.2
0.01
0.3
0.03
1
7
1
2
0.2
0.01
0.8
0.03
0.6
2
5
16
3
0.14
0.01
0.5
0.03
0.7
1
7
4
5
0
0.7
0.03
0.4
1
4
25
3
0.06
4
0.6
0.03
0.2
1
3
19
3
0.06
1.4
0.3
0.04
0.6
1
8
9
3
0
0.7
0.03
0.3
1
2
10
2
0
0.1
0.04
0.5
2
2
15
2
0.3
0.2
0.04
31
Copiapite
Molybdenite
Sphalerite
0.01
0.01
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
0028
GHN-KMD0048
GHN-KMD0050
GHN-KMD0051
GHN-KMD0052
GHN-KMD0053
GHN-KMD0054
GHN-KMD0055
GHN-KMD0056
GHN-KMD0057
GHN-KMD0062
GHN-KMD0063
GHN-KMD0064
GHN-KMD0065
GHN-KMD0071
GHN-KMD0072
GHN-KMD0073
GHN-KMD0074
GHN-KMD0077
GHN-KMD0078
GHN-KMD0079
GHN-KMD0080
GHN-KMD0081
GHN-KMD0082
GHN-KMD0088
GHN-KMD0092
GHN-KMD0095
GHN-KMD0096
GHN-KMD0097
GHN-KMD0100
GHN-LFG-0018
GHN-LFG-0020
GHN-LFG-0037
GHN-LFG-0041
GHN-LFG-0085
GHN-LFG-0086
GHN-LFG-0088
Fluorite
Magnetite
Apatite
Kaolonite
Chlorite
Illite
Smectite
0.8
1
7
4
0.8
1
7
0.4
2
0.7
0.01
Rutile
Zircon
1
0.7
0.04
8
2
0.7
0.03
4
8
4
0
0.5
0.04
1
6
16
1
0
0.5
0.03
0.1
2
2
15
2
0.5
0.2
0.06
0.01
0.8
1
6
12
1
0.5
0.6
0.03
0.03
0.2
1
2
28
1
1
0.3
0.04
0.4
1
4
10
4
0
0.5
0.04
0.8
1
7
11
2
0.6
0.03
0.2
1
3
20
2
1
0.3
0.04
0.3
2
5
20
2
1.6
0.5
0.03
0.4
1
2
11
3
0.2
0.04
0.5
2
5
14
2
0
0.4
0.04
0.3
2
3
13
2
0
0.4
0.03
0.7
1
6
8
3
0.5
4
7
8
4
0
0.5
0.03
0.5
2
6
12
2
0
0.6
0.03
0.4
1
2
11
2
0.2
0.04
0.4
2
3
10
2
0.3
0.04
0.4
1
4
13
3
0.4
0.04
0.7
3
7
4
3
0.7
0.04
0.5
1
3
14
3
0
0.3
0.04
0.6
1
7
8
1
0
0.6
0.03
0.2
2
4
14
2
0.1
0.4
0.03
0.4
1
4
19
3
0.4
0.03
0.01
2
1
20
2
1
0.1
0.06
0.1
2
2
23
1
2.5
0.2
0.06
0.2
1
3
23
1
2
0.4
0.04
0.4
3
4
15
2
0.3
0.04
0.6
0.7
0.7
1
2
1
1
1
1
1
2
2
2
1
7
6
8
3
3
2
3
13
13
7
3
2
4
4
1
1
1
0.6
0.6
0.7
0.03
0.01
0.2
32
Copiapite
Jarosite
Sphalerite
0.5
0.01
0
0
0
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
GHN-LFG-0089
GHN-LFG-0090
GHN-LFG-0091
GHN-RDL-0002
GHN-SAW0003
GHN-SAW0004
GHN-SAW0005
GHN-SAW0200
GHN-SAW0201
GHN-VTM0263
GHN-VTM0293
GHN-VTM0450
GHN-VTM0453
GHN-VTM0508
GHN-VTM0554
GHN-VTM0598
GHN-VTM0599
GHN-VTM0603
GHN-VTM0606
GHN-VTM0607
GHN-VTM0614
GHR-VWL0004
HAS-GJG-0006
HAS-GJG-0007
HAS-GJG-0008
HAS-GJG-0009
HAS-GJG-0010
HAS-GJG-0014
MID-AAF-0001
MID-AAF-0002
MID-VTM-0002
MIN-AAF-0001
MIN-AAF-0004
MIN-AAF-0006
MIN-AAF-0010
MIN-AAF-0012
MIN-AAF-0013
MIN-AAF-0015
MIN-GFA-0001
MIN-GFA-0003
MIN-GFA-0005
MIN-GFA-0009
MIN-SAN-0002
PIT-LFG-0013
PIT-RDL-0002
Fluorite
Magnetite
Apatite
Kaolonite
Chlorite
Illite
Smectite
0.7
1
11
17
3
2
3
7
0.01
1
1
0
7
1
1
3
3
1
3
4
1
1
2
4
1
2
0
3
2
0.3
2
2
29
0.3
0
3
0.6
1
0.4
Rutile
Zircon
0
0
0.6
0.03
1
1
0.4
0.04
28
1
1
0.4
0.04
7
10
2
0.6
0.07
1
7
17
1
0
0.6
0.03
1
0
14
1
0
1
3
3
2
1
1
5
1
0.5
1
5
36
1
0
0.4
0.03
0.01
1
5
41
1
3
0.5
0.03
0.01
0.01
0.01
0.02
Sphalerite
0
0.2
1
3
27
2
1
0.4
0.04
0.2
1
3
46
1
6
0.7
0.03
0.6
0.002
Jarosite
2
10
0.01
Copiapite
1
4
40
1
5
0
0
0
0
12
9
16
0
6
14
24
32
69
37
10
8
0
0
5
0
0
0
0
0
0.3
0.2
0.1
0.1
0.1
2
0
0.9
2
1
3
3
0.9
2
0
22
28
17
29
16
3
3
6
1
3
0
1
2
2
2
0.4
0.3
0.2
0.3
0.2
0.03
0.03
0.06
0.04
0.04
0.1
1
2
33
1
3
0.5
0.03
0.01
1
0
20
6
1
0.3
0.06
0.1
0.6
0.1
0.1
0.2
0.1
0.01
2
2
0
2
3
2
1
2
3
1
1
2
3
0.6
28
25
28
27
28
30
10
1
1
2
1
1
1
1
1
0.01
0
1
3
5.6
0.5
0.3
0.3
0.3
0.4
0.6
0.1
0.04
0.03
0.05
0.04
0.04
0.03
0.06
33
0.2
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
PIT-VCV-0001
PIT-VCV-0002
PIT-VCV-0003
PIT-VCV-0004
PIT-VCV-0005
PIT-VCV-0006
PIT-VCV-0007
PIT-VCV-0008
PIT-VCV-0009
PIT-VCV-0010
PIT-VCV-0011
PIT-VCV-0012
PIT-VCV-0013
PIT-VCV-0014
PIT-VCV-0015
PIT-VCV-0016
PIT-VCV-0017
PIT-VCV-0018
PIT-VCV-0019
PIT-VCV-0020
PIT-VCV-0021
PIT-VCV-0022
PIT-VCV-0023
PIT-VCV-0024
PIT-VCV-0025
PIT-VCV-0026
PIT-VCV-0027
PIT-VCV-0028
PIT-VCV-0029
PIT-VCV-0030
PIT-VTM-0001
PIT-VTM-0002
QPS-AAF-0001
QPS-AAF-0003
QPS-AAF-0005
QPS-AAF-0009
QPS-SAN-0002
QPS-VTM-0001
ROC-KMD0001
ROC-KMD0002
ROC-VTM0032
SCS-LFG-0004
SCS-LFG-0005
SCS-LFG-0006
SCS-LFG-0007
SCS-LFG-0008
SPR-AAF-0001
SPR-AAF-0003
SPR-SAN-0002
SPR-VTM-0012
SPR-VTM-0014
SPR-VTM-0017
SPR-VTM-0021
SSS-AAF-0001
SSS-AAF-0004
Fluorite
Magnetite
0.0001
0.01
0.5
1
0.01
0
0.01
0.0001
1
0.0001
0.01
0.01
Apatite
0.6
0.3
0.7
0.01
0.01
0.5
0.5
0.4
0.5
0.4
0.6
0.2
0.2
0.01
0.1
0.7
0.4
0.4
0.4
0.8
0.7
6
7
2
0.4
0.4
0.5
0.4
0.6
Kaolonite
0
0
0.8
1
1
Chlorite
2
2
3
1
1
Illite
18
20
18
21
24
Smectite
0
0
0.8
1
1
1
0.9
0.9
0.9
1
1
0
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
0.3
3
3
3
2
1
2
0.6
3
2
1
0.4
0.8
12
9
4
6
2
3
4
0.4
22
25
22
10
14
24
28
26
3
10
15
9
55
41
18
8
17
32
29
29
25
0.1
1
0.9
0.9
0.9
1
0.9
0
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0.5
0.6
0.4
0.4
0.4
0.7
0.2
0.5
1
1
0
1
3
1
1
1
6
6
3
4
4
3
3
3
18
4
27
28
29
28
31
25
1
1
0
1
0.9
1
3
3
1
2
4
2
0.6
1
5
10
2
1
0.01
5
1
1
0
0
1
1
1
2
2
2
3
0.3
0.3
0.7
0.8
0.9
0.01
0.02
0.4
Copiapite
Jarosite
0
0
0
0.06
1
0.01
0.2
0.06
0
0
0
0
0
0
0
0
0
3
0
3
0.3
1
0
0
0
0
0
0
0
Sphalerite
Rutile
0.7
0.4
0.8
0.1
0.1
Zircon
0.03
0.06
0.03
0.06
0.06
0.6
0.5
0.6
0.5
0.5
0.3
0.3
0.3
0.2
0.8
0.5
0.3
0.7
0.8
0.9
0.9
1
0.7
0.5
0.5
0.6
0.2
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.01
0.07
0.04
0.03
0.03
0.03
0.03
0.02
0.03
0.04
0.04
0.03
0.01
2
2
3
0
4
0.3
0.6
0.5
0.5
0.5
0.5
0.6
0.4
0.4
0.03
0.03
0.03
0.03
0.03
0.03
0.04
0.03
3
0.7
0.8
0.03
11
16
0
0.4
5
6
5
2
1
10
9
8
0
26
35
19
4
7
9
12
14
26
24
3
1
3
1
3
3
3
2
0
3
1
0.6
0.6
0.03
0.03
0.01
0
0.03
0.6
0.7
0.7
0.6
0.1
0.03
0.03
0
0
6
24
20
27
5
4
3
1
0
0.6
0.3
0.2
0.4
0.04
0.06
0.03
34
0.06
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
SSS-AAF-0005
SSS-AAF-0007
SSS-AAF-0009
SSS-EHP-0023
SSS-VEV-0001
SSS-VTM-0600
SSW-AAF-0001
SSW-AAF-0005
SSW-AAF-0007
SSW-AAF-0009
SSW-SAN0002
SSW-SAN0006
SSW-VTM0001
SSW-VTM0030
SWH-GJG0008
SWH-GJG0009
SWH-GJG0012
SWH-GJG0015
Fluorite
0.01
Magnetite
Apatite
0.3
Kaolonite
1
Chlorite
5
Illite
36
Smectite
2
0.3
0.7
0.9
0.3
0.3
0.5
1
1
1
7
1
1
1
2
0
1
2
2
5
0.4
4
5
23
3
3
18
14
25
23
16
7
3
2
1
5
3
4
2
0.3
1
5
23
0.3
1
3
0.1
1
0.7
Rutile
0.5
Zircon
0.04
2
0.3
0.04
0.6
0.5
3
2
2
0.4
0.04
0.6
0.4
0.6
0.03
0.03
0.03
4
4
0.5
0.03
23
1
5
0.4
0.04
2
29
2
4
0.4
0.04
1
5
23
2
3.5
0.6
0.03
3
4
5
4
0
3
0
10
8
0
0
0.6
16
7
0
7
0
27
14
35
Copiapite
Jarosite
3
Sphalerite
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-6. Chemical analyses in weight percent for samples tested for slake durability and point load.
Sample
SiO2
TiO2
Al2O3
Fe2O3T
MnO
MgO
CaO
Na2O K2O P2O5
S
SO4
C
LOI
Total
GHN-EHP-0001
67.14
0.47
13.71
3.62
0.11
1.23
0.81
2.22
3.97
0.19
0.6
0.03
0.08
4.55
98.7
GHN-EHP-0002
74.45
0.25
12.27
2.046
0.061
0.62
0.32
0.79
4.46
0.071
0.1
0.3
0.08
3.24
99.04
GHN-EHP-0003
65.03
0.443
12.61
4.74
0.041
0.78
0.33
1.26
3.97
0.117
0.6
0.3
0.08
7.88
98.15
GHN-EHP-0004
63.29
0.555
13.58
3.41
0.37
1.04
0.76
0.95
3.55
0.277
9.9
GHN-EHP-0007
58.15
0.624
17.43
6.237
0.166
2.31
0.77
1.3
3.68
0.271
7.13
GHN-HRS-0096
65.77
0.64
14.87
2.827
0.033
0.81
0.09
3.18
3.84
0.111
0
0.99
0.08
5.43
98.7
GHN-JRM-0001
61.64
0.53
13.65
5.24
0.08
1.28
0.98
1.87
3.91
0.19
2
1.12
0.07
8.81
101.38
GHN-JRM-0037
75.72
0.15
11.6
1.93
0.028
0.25
0.252
1.726
5.68
0.03
0.2
0.24
0.05
2.48
100.34
GHN-JRM-0038
68.8
0.42
13.43
4.573
0.056
0.72
0.108
0.398
4.2
0.165
1.1
0.54
0.06
5.63
100.22
GHN-JRM-0039
66.64
0.6
15.1
2.58
0.02
0.5
0.08
0.15
3.65
0.23
0.4
0.58
0.08
6.28
96.92
GHN-JRM-0040
70.26
0.5
14.75
3.212
0.011
0.37
0.08
0.1
3.69
0.19
2.1
0.47
0.05
5.85
101.61
GHN-JRM-0047
66.84
0.55
14.69
4.706
0.078
0.99
0.52
0.86
3.77
0.25
0.7
0.52
0.07
5.99
100.51
GHN-KMD-0013
63.68
0.6
14.59
6.23
0.07
1.46
1.17
2.42
3.68
0.23
0.1
0.23
0.05
4.81
99.28
GHN-KMD-0014
61.05
0.82
14.79
5.1
0.22
2.74
3.12
3.31
4.65
0.29
0
0.01
0.17
2.34
98.62
GHN-KMD-0015
63.83
0.7
14.36
5.72
0.37
2.05
1.38
2.49
4.07
0.25
0.1
0.17
0.16
3.7
99.3
GHN-KMD-0016
61.88
0.79
14.44
5.51
0.31
2.83
2.97
3.36
3.12
0.29
GHN-KMD-0017
61.34
0.61
14.37
6.03
0.08
1.51
1.15
2.5
3.49
0.23
GHN-KMD-0018
70.45
0.36
12.95
3.48
0.22
1.23
0.81
1.29
4.81
0.08
GHN-KMD-0019
61.78
0.81
14.94
5.35
0.32
3.14
3.59
3.48
2.92
0.26
0
GHN-KMD-0026
69.83
0.32
12.81
3.86
0.15
0.76
0.5
2.59
4.26
0.13
GHN-KMD-0027
68.03
0.43
12.93
4.57
0.21
1.05
0.56
2.03
4.15
0.19
GHN-KMD-0028
62.36
0.574
14.28
4.796
0.269
1.82
1.56
2.51
3.64
0.251
GHN-KMD-0048
63.11
0.75
14.72
5.55
0.45
2.64
2.79
3.57
3.28
0.34
0.13
3.43
GHN-KMD-0050
62.5
0.74
14.74
5.423
0.43
2.74
2.78
3.29
3.33
0.34
0.1
3.84
GHN-KMD-0051
67.83
0.59
14.44
4.32
0.29
1.8
1.94
3.22
3.96
0.16
GHN-KMD-0052
61.82
0.6
14.16
5.34
0.37
2.23
2.32
2.48
3.44
0.27
1
0.09
0.29
4.49
98.88
GHN-KMD-0053
70.62
0.33
12.82
3.73
0.3
0.91
0.53
1.78
4.54
0.06
0.1
0.2
0.07
3.65
99.6
GHN-KMD-0054
62.74
0.73
14.19
5.21
0.24
2.33
2.19
2.7
3.64
0.32
0.3
0.23
0.05
4.2
99.02
GHN-KMD-0055
71.86
0.27
12.19
3.49
0.06
0.63
0.76
0.38
3.88
0.1
2
0.46
0.06
5.04
101.15
GHN-KMD-0056
68.34
0.59
14.53
4.31
0.22
1.64
1.21
3.21
3.8
0.16
0.1
0.08
0.04
3.09
101.32
GHN-KMD-0057
62.67
0.71
14.99
5.192
0.349
2.62
2.56
3.05
3.52
0.326
0.1
0.01
0.13
3.38
99.6
36
3.42
1.7
1.22
0.03
7.4
101.64
0
4.2
0.05
0.24
4.3
101.22
0
0.12
0.05
3.53
98.94
0
0.18
0.07
4.48
98.89
5.49
2.72
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
SiO2
TiO2
Al2O3
Fe2O3T
MnO
MgO
CaO
Na2O
K2O
P2O5
S
SO4
C
LOI
Total
GHN-KMD-0062
67.01
0.49
13.66
5.27
0.442
1.35
0.51
1.8
4.18
0.2
0
0.24
0.12
4.72
100.01
GHN-KMD-0063
64.27
0.62
13.64
5.91
0.166
1.89
1.25
2
3.79
0.22
0.6
0.75
0.04
5.97
101.07
GHN-KMD-0064
68.4
0.42
13.51
4.54
0.22
0.95
0.66
2.68
4.06
0.178
0
3.58
GHN-KMD-0065
66.82
0.66
14.69
6.12
0.52
2.15
1.29
2.76
3.73
0.2
0.1
0.06
0.03
3.59
102.67
GHN-KMD-0071
67.81
0.49
14.77
3.85
0.13
1.35
1.28
3.1
3.75
0.13
0.4
0.19
0.04
3.35
100.66
GHN-KMD-0072
63.63
0.65
14.26
5.25
0.4
2.25
2.1
3.09
3.57
0.29
0.1
0.01
0.1
3.6
99.25
GHN-KMD-0073
62.63
0.72
14.38
5.14
0.34
2.65
2.28
3.33
3.37
0.26
0.1
0.1
0.14
3.17
98.65
GHN-KMD-0074
65.16
0.71
14.68
5.7
0.33
2.26
1.66
2.86
3.53
0.22
0.1
0.08
0.04
3.23
100.57
GHN-KMD-0077
68.84
0.37
13.93
4.004
0.114
0.85
0.84
3.02
3.96
0.165
0.1
0.12
0.04
3.4
99.7
GHN-KMD-0078
70
0.43
13.14
3.597
0.113
1.08
0.38
2.92
3.93
0.173
0.2
0.2
0.04
3.31
99.53
GHN-KMD-0079
67.58
0.55
14.22
4.56
0.23
1.49
1.26
2.8
3.82
0.16
0.2
0.17
0.05
3.21
100.25
GHN-KMD-0080
64.18
0.68
14.57
5.193
0.375
2.37
2.35
3.36
3.4
0.309
0.1
0.1
0.08
3.09
100.16
GHN-KMD-0081
66.8
0.43
14.17
3.82
0.13
1.32
1.11
2.79
3.87
0.19
0.3
0.14
0.05
3.16
98.3
GHN-KMD-0082
60.3
0.74
14.32
5.31
0.64
2.74
2.74
3.46
3.05
0.34
0
0.25
0.12
4.6
98.64
GHN-KMD-0088
64.35
0.49
14.19
4.19
0.16
1.51
1.13
2.92
3.8
0.21
0.6
0.41
0.04
5.14
99.09
GHN-KMD-0092
63.51
0.49
14.93
4.268
0.223
1.69
1.45
2.63
3.7
0.226
0.4
0.47
0.04
5.43
99.5
GHN-KMD-0095
75.4
0.16
11.65
1.727
0.025
0.39
0.14
0.47
4.81
0.032
0.2
0.28
0.04
3.51
98.81
GHN-KMD-0096
72.29
0.23
11.91
2.31
0.037
0.63
0.66
0.77
4.57
0.046
0.2
0.66
0.06
4.84
99.17
GHN-KMD-0097
67.2
0.37
12.99
3.245
0.12
1
0.98
0.92
5.14
0.147
0.8
0.77
0.06
6.03
99.76
GHN-KMD-0100
67.74
0.48
13.19
4.708
0.311
1.47
0.93
2.05
4.15
0.211
0
0.2
0.06
3.91
99.42
GHN-LFG-0018
69.22
0.36
13.7
4.313
0.102
0.78
0.397
2.335
4.35
0.161
0
3.94
GHN-LFG-0020
72.49
0.28
12.49
4.044
0.143
0.69
0.598
2.619
4.53
0.125
0
2.25
GHN-LFG-0037
61.32
0.5
13.88
5.1
0.29
1.87
1.39
2.05
3.57
0.24
0
5.5
GHN-LFG-0041
75.45
0.16
12.02
2.42
0.091
0.24
0.212
2.579
4.92
0.044
0
1.92
GHN-LFG-0060
64.64
0.583
13.49
4.664
0.109
1.57
1.17
2.64
3.44
0.213
GHN-LFG-0085
62.66
0.69
14.68
6.13
0.28
2.48
2.08
2.62
3.56
0.24
GHN-LFG-0086
60.4
0.67
14.25
6.09
0.3
2.37
2.03
2.53
3.46
0.31
GHN-LFG-0088
61.25
0.77
14.44
5.04
0.3
2.77
2.96
3.31
3.41
0.27
GHN-LFG-0089
70.71
0.307
13.21
3.09
0.054
0.52
0.6
3.07
4.3
0.121
GHN-LFG-0090
60.36
0.77
14.7
6.52
0.46
2.55
2.3
3.32
3.37
0.29
0.6
0.31
0.13
4.13
99.78
GHN-LFG-0091
62.44
0.59
14.64
4.66
0.051
1.52
0.78
2.94
3.65
0.179
1.5
0.96
0.05
6.87
100.8
GHN-RDL-0002
71
0.63
14.27
1.3
0.02
0.64
0.09
0.11
4.24
0.07
0
0.19
0.31
4.29
97.17
37
5.12
0
0.24
0.04
4.94
100.68
5.32
0.1
0.05
0.23
6.03
100.88
2.39
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
SiO2
TiO2
Al2O3
Fe2O3T
MnO
MgO
CaO
Na2O
K2O
P2O5
C
LOI
GHN-RDL-0003
71.84
0.64
15.09
0.67
0.02
0.76
0.06
0.04
4.41
0.03
0
3.14
GHN-SAW-0003
80.93
0.15
11.21
0.645
0.018
0.31
0.032
0.056
3.56
0.029
0.1
0.09
0.04
2.21
99.41
GHN-SAW-0004
62.63
0.57
14.32
5.437
0.052
1.25
0.721
2.678
3.65
0.133
0.3
1.03
0.07
7.04
99.87
GHN-SAW-0005
75.34
0.17
11.85
2.945
0.046
0.34
0.087
1.417
5.06
0.046
0
0.16
0.03
2.69
100.2
GHN-SAW-0200
61.04
0.58
14.78
5.201
0.204
1.71
1.212
0.793
3.6
0.219
0.1
0.26
0.51
6.02
96.23
GHN-SAW-0201
69.8
0.26
12.266
4.303
0.058
0.77
0.417
1.077
4.22
0.286
0.1
0.49
0.15
5.46
99.64
GHN-VTM-0263
71.17
0.338
13.01
4.345
0.072
0.86
0.67
0.5
3.93
0.169
2.4
0.37
0.06
5.07
102.95
GHN-VTM-0293
69.66
0.359
13.27
4.279
0.125
0.99
1.35
0.86
3.86
0.144
1.9
0.6
0.11
5.53
103.08
GHN-VTM-0450
63.45
0.77
14.62
6.38
0.36
2.6
1.68
3.27
3.3
0.25
0.1
0.11
0.06
3.19
100.1
GHN-VTM-0453
59.8
0.71
14.49
6.18
0.46
2.57
2.26
2.61
3.53
0.29
1.3
0.47
0.14
5.13
99.95
GHN-VTM-0508
55.32
0.59
15.18
5.61
0.07
1.62
2.32
2.51
3
0.25
0.1
1.86
0.13
9.81
98.32
GHN-VTM-0554
49.69
0.54
14.31
4.4
0.217
1.93
6.58
0.07
3.44
0.221
0.01
9.21
GHN-VTM-0598
76.44
0.23
12.4
1.94
0.05
0.53
0.21
0.16
3.73
0.04
0.01
4.19
GHN-VTM-0599
59.87
0.56
15.65
4.873
0.186
2.1
2.25
0.74
3.74
0.219
0.2
0.04
0.53
6.08
97.03
GHN-VTM-0603
61.31
0.68
15.99
5.33
0.1
1.75
0.77
0.93
3.64
0.15
0
0.63
0.89
8.37
100.55
GHN-VTM-0606
71.25
0.35
12.09
3.63
0.06
0.67
0.31
1.09
4.27
0.16
0
0.33
0.13
5.32
99.69
GHN-VTM-0607
68.88
0.5
14.32
4.05
0.16
1.21
0.57
1.45
3.81
0.14
0.2
0.39
0.07
5.25
101.03
GHN-VTM-0614
63.72
0.71
18.09
4.14
0.05
1.23
4.11
0.21
5.36
0.06
0
2.53
0.23
9.28
109.72
GHR-VWL-0004
58.53
0.68
16.41
8.4
0.11
1.84
0.37
0.4
4.16
0.17
0
9.15
HAS-GJG-0006
49.79
1.002
13.46
8.052
0.125
5.68
3.11
0.63
4.02
0.568
2.6
1.7
0.03
11.35
102.07
HAS-GJG-0007
46.86
0.84
12.39
9.339
0.084
4.7
4.19
0.74
2.44
0.66
3.3
2.68
0.02
15.63
103.9
HAS-GJG-0008
47.31
0.938
12.43
7.975
0.124
5.29
4.39
0.45
2.54
0.439
0.3
2.98
0.05
13.58
98.75
HAS-GJG-0009
59.18
1.048
21.37
1.232
0.009
0.61
1.07
0.11
5.96
0.166
0.2
0.97
0.01
6.33
98.23
HAS-GJG-0010
66.89
0.778
14.32
2.002
0.049
2.29
1.11
0.07
4.04
0.161
0.1
0.89
0.02
6.27
98.98
MID-AAF-0001
61.97
0.513
13.722
5.148
0.052
1.27
1.67
2.04
4.09
0.197
0.5
1.24
0.03
7.2
99.62
MID-AAF-0002
63.01
0.517
13.67
5.005
0.039
1.14
1.61
1.34
4.19
0.153
0.4
1.29
0.04
7.6
99.98
MID-VTM-0002
73.35
0.14
11.05
2.62
0.05
0.43
0.57
0.31
4.82
0.04
1
0.53
0.02
3.98
98.92
MIN-AAF-0001
73.34
0.391
12.82
3.014
0.021
0.66
0.1
0.39
4.29
0.114
0
0.38
0.23
4.27
100.02
MIN-AAF-0004
71.85
0.376
13.14
3.19
0.018
0.62
0.09
0.45
4.39
0.12
0
0.43
0.26
4.71
99.65
MIN-AAF-0010
70.2
0.499
13.68
2.948
0.02
0.67
0.06
0.42
4.51
0.098
0.1
0.62
0.39
4.58
98.76
MIN-AAF-0012
70.76
0.364
12.4
3.751
0.02
0.63
0.04
0.4
3.99
0.137
0
0.6
0.21
5.2
98.51
MIN-AAF-0013
74.83
0.33
12.12
1.74
0.02
0.5
0.04
0.53
4.28
0.07
0
0.23
0.07
3.2
97.97
38
S
SO4
Total
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
SiO2
TiO2
Al2O3
Fe2O3T
MnO
MgO
CaO
Na2O
K2O
P2O5
S
SO4
C
LOI
Total
MIN-AAF-0015
74.47
0.407
12.36
1.782
0.018
0.59
0.04
0.56
4.3
0.066
0
0.22
0.04
3.07
97.95
MIN-GFA-0001
72.65
0.502
13.17
2.442
0.22
0.79
0.1
0.62
4.31
0.102
0.1
0.21
0.02
3.46
98.65
MIN-GFA-0003
70.88
0.46
12.98
3.586
0.39
1.23
0.71
1.07
3.53
0.179
0.1
0.07
0.03
2.91
98.11
MIN-GFA-0005
73.7
0.392
13.2
2.112
0.022
0.68
0.02
0.46
4.19
0.092
0.1
0.25
0.01
3.68
98.86
MIN-GFA-0009
74.7
0.397
12.5
2.585
0.02
0.6
0.06
0.57
4.03
0.129
0
0.23
0.03
3.42
99.3
MIN-SAN-0002
71.07
0.45
12.74
2.96
0.02
0.64
0.1
0.69
4.23
0.12
0
0.54
0.3
4.68
98.54
MIN-VTM-0003
67.02
0.47
14.55
3.091
0.043
1.01
1.4
2.51
4.91
0.164
0
0.21
0.04
4.3
99.75
MIN-VTM-0004
65.16
0.542
13.29
4.026
0.079
1.48
1.45
1.79
4.1
0.221
0.1
0.69
0.14
5.13
98.22
MIN-VTM-0006
67.04
0.509
12.72
3.146
0.029
1.18
1.81
1.5
4.12
0.183
0
1.03
0.05
5.64
98.98
MIN-VTM-0007
66.84
0.565
13.5
4.389
0.039
1.42
0.72
1.55
4.12
0.234
0
0.42
0.08
4.99
98.88
MIN-VTM-0008
68.01
0.535
13.43
3.718
0.065
1.35
0.61
1.87
4.24
0.203
0.1
0.19
0.44
4.43
99.16
MIN-VTM-0009
65.27
0.536
13.14
4.455
0.05
1.44
1.36
1.62
4.02
0.219
0
0.77
0.04
5.93
98.86
PIT-LFG-0013
64.37
0.57
13.89
4.126
0.049
1.19
0.44
1.905
3.8
0.102
0.5
1.23
0.05
8.29
100.55
PIT-RDL-0002
78.11
0.15
11.39
1.188
0.017
0.29
0.06
0.39
5.86
0.024
0.1
0
1.81
PIT-VCV-0001
62.64
0.686
15.49
5.346
0.134
0.9
1.02
2.62
4.75
0.337
4.4
0.05
0.15
4.91
103.46
PIT-VCV-0002
68.37
0.352
13.16
4.235
0.123
0.75
1.32
0.9
5.3
0.134
3.1
0.05
0.29
4.05
102.16
PIT-VCV-0003
61.44
0.708
16.07
5.83
0.097
1.34
0.81
3.42
3.92
0.342
4.5
0.06
0.07
5.09
103.66
PIT-VCV-0004
81.8
0.135
10.45
0.803
0.029
0.33
0
0.07
3.46
0.023
0
0.01
0.02
1.99
99.14
PIT-VCV-0005
79.67
0.133
10.62
1.463
0.034
0.36
0
0.07
3.48
0.021
0
0.23
0.02
4.77
100.89
0
0.13
0.05
PIT-VCV-0006
PIT-VCV-0007
66
0.56
14.88
4.301
0.057
0.85
1.04
1.28
5.61
0.19
2.4
0.06
0.16
4.21
101.57
PIT-VCV-0008
68.84
0.443
12.56
3.806
0.14
0.79
2.29
0.38
4.45
0.162
2.2
0.04
0.67
4.76
101.49
PIT-VCV-0009
63.49
0.591
14.29
6.138
0.153
1.3
1.37
1.75
4.11
0.225
3.3
0.06
0.26
4.9
101.94
PIT-VCV-0010
66.98
0.467
14.45
2.277
0.032
1.16
1.12
2.4
6.16
0.187
1.6
0.05
0.23
3.46
100.52
PIT-VCV-0011
66.49
0.49
14.21
2.695
0.083
1.29
1.52
2.12
5.24
0.179
1.9
0.05
0.3
4.38
100.93
PIT-VCV-0012
71.65
0.324
12.45
3.267
0.174
0.64
1.14
0.2
5.19
0.107
1.5
0.03
0.36
3.79
100.85
PIT-VCV-0013
73.97
0.278
11.81
2.2
0.123
0.55
1.57
0.08
4.05
0.083
1.1
0.04
0.37
3.47
99.65
PIT-VCV-0014
73.3
0.3
12.35
2.398
0.133
0.58
0.96
0.12
4.73
0.088
1.1
0.04
0.29
3.22
99.59
PIT-VCV-0015
76.04
0.157
11.49
0.539
0.007
0.19
0.34
1.91
6.45
0.031
0.3
0.02
0.06
1.09
98.66
PIT-VCV-0016
67.83
0.726
14.1
1.155
0.044
1.22
1.44
1.79
6.98
0.247
0.1
0.03
0.24
2.47
98.4
PIT-VCV-0017
70.05
0.47
13.96
0.408
0.024
0.71
0.88
0.99
7.25
0.159
0.5
0.04
0.14
2.48
98.02
PIT-VCV-0018
71.07
0.33
12.52
0.649
0.022
0.57
1.04
1.41
6.78
0.116
0.5
0.02
0.22
2.24
97.52
39
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
SiO2
TiO2
Al2O3
Fe2O3T
MnO
MgO
CaO
Na2O
K2O
P2O5
S
SO4
C
LOI
Total
PIT-VCV-0019
61.11
0.709
18.55
3.08
0.025
0.17
2.65
0.31
3.68
0.279
0.6
1.4
0.03
7.03
99.57
PIT-VCV-0020
60.32
0.75
18.5
4.356
0.047
0.33
1.89
0.49
5.26
0.296
1.4
0.1
0.05
5.55
99.38
PIT-VCV-0021
52.11
0.858
13.48
5.874
0.101
4.16
4.63
2.18
3.9
0.375
2
2.28
0.05
8.36
100.31
PIT-VCV-0022
54.33
0.86
12.5
7.65
0.075
3
4.19
3.28
2.77
0.399
4.7
1.85
0.05
8.95
104.56
PIT-VCV-0023
51.62
0.838
11.98
8.734
0.048
1.46
4.51
2.33
3.06
0.421
6.3
2.04
0.06
10.83
104.26
PIT-VCV-0024
61.86
0.66
15.36
1.529
0.086
0.73
5.22
0.21
5.39
0.534
1
0.13
0.1
3.81
96.63
PIT-VCV-0025
68.14
0.509
13.49
4.73
0.078
1.08
0.68
0.18
4.94
0.199
3.4
0.19
0.12
4.86
102.58
PIT-VCV-0026
65.79
0.532
13.6
5.599
0.033
1.24
0.49
0.27
5
0.173
4.1
0.18
0.05
5.53
102.55
PIT-VCV-0027
64.85
0.548
15.73
4.51
0.019
1.37
0.72
1.6
4.99
0.242
2.7
0.05
0.1
4.3
101.7
PIT-VCV-0028
75.21
0.172
12.04
0.539
0.015
0.15
0.5
2.81
5.91
0.032
0.2
0.04
0.12
0.91
98.68
PIT-VCV-0029
63.58
0.544
15.8
4.081
0.039
1.54
1.37
1.67
5.6
0.24
2.4
0.06
0.25
4.32
101.53
PIT-VCV-0030
64.81
0.539
15.51
3.784
0.025
1.5
1.15
1.34
5.02
0.246
2.5
0.04
0.2
4.99
101.63
PIT-VTM-0001
65.63
0.738
15.41
5.005
0.185
2.13
1.02
3.67
1.92
0.218
3.33
PIT-VTM-0002
62.18
0.554
14.84
5.984
0.139
2.36
2.57
3.63
3.55
0.248
2.73
QPS-AAF-0001
66.22
0.6
14.16
3.88
0.05
1.23
0.885
1.85
3.61
0.2
0.1
0.55
0.09
5.27
98.7
QPS-AAF-0003
63.06
0.592
14.53
4.796
0.054
1.57
1.25
1.88
3.71
0.241
0.1
0.91
0.03
6.74
99.42
QPS-AAF-0005
61.85
0.599
14.31
4.84
0.049
1.54
1.44
1.82
3.65
0.23
0
1.17
0.03
8.03
99.58
QPS-AAF-0009
63.95
0.692
14.47
4.334
0.028
1.02
1.61
1.21
3.65
0.263
0.2
1.18
0.03
6.93
99.55
QPS-AAF-0020
62.88
0.637
14.42
5.357
0.035
1.27
1.04
1.55
3.75
0.31
0
1.02
0.05
7.16
99.49
QPS-AAF-0022
64.34
0.626
14.57
4.785
0.034
1.34
0.74
1.56
3.59
0.254
0.1
0.75
0.08
6.08
98.8
QPS-SAN-0002
67.69
0.5
13.66
3.36
0.02
0.93
0.68
1.24
3.71
0.17
0
0.97
0.04
5.13
98.1
QPS-VTM-0001
63.62
0.61
14.26
4.58
0.04
1.4
1
1.85
3.6
0.24
0.1
0.75
0.05
6.27
98.4
ROC-KMD-0001
61.14
0.7
13.61
5.27
0.13
3.11
2.86
2.84
3.23
0.35
0.1
0.01
1.74
6.81
101.85
ROC-KMD-0002
60.4
0.73
14.18
5.654
0.09
3.44
5.26
3.5
4.1
0.35
0
0.01
0.06
1.38
99.17
ROC-VTM-0032
58.69
0.66
16.11
5.99
0.1
1.3
3.12
2.41
3.01
0.16
0
0
0
6.49
98.04
SCS-LFG-0004
61.48
0.525
15.445
2.235
0.06
2.71
1.89
0.815
2.6
0.13
0.3
1.35
0.07
7.82
97.38
SCS-LFG-0005
64.97
0.61
15.86
2.81
0.07
2.58
1.53
0.85
4.11
0.14
0.9
1.13
0.04
5.59
101.22
SCS-LFG-0006
67.07
0.55
15.6
1.97
0.05
2.19
0.76
3.03
3.81
0.19
0.3
0.46
0.05
4.59
100.59
SCS-LFG-0007
65.27
0.51
15.13
3.2
0.06
2.06
0.49
3.81
3.79
0.24
1.7
0.12
0.05
4.29
100.73
SCS-LFG-0008
64.75
0.46
13.28
9
0.01
0.46
0.25
0.15
3.92
0.19
7.4
0.36
0.05
7.44
107.68
SPR-AAF-0001
62
0.78
14.42
5.5
0.11
3.69
2.18
3.38
2.77
0.33
0.3
0.12
0.04
2.96
98.57
SPR-AAF-0003
60.25
0.79
14.42
5.82
0.13
3.31
1.86
3.2
3.04
0.35
0.3
0.27
0.05
4.24
98.02
40
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
SiO2
TiO2
Al2O3
Fe2O3T
MnO
MgO
CaO
Na2O
K2O
P2O5
S
SO4
C
LOI
Total
SPR-SAN-0002
59.74
0.73
14.39
5.9
0.11
2.96
2.31
2.79
3.5
0.38
0.2
0.46
0.05
4.22
97.72
SPR-VTM-0005
62.12
0.711
15.74
6.006
0.09
2.69
1.82
4.72
3.21
0.345
0.3
0.04
0.06
2.04
99.92
SPR-VTM-0008
60.54
0.752
14.517
5.887
0.1
3.87
2.596
3.565
2.81
0.322
0
0.03
0.21
3.37
98.6
SPR-VTM-0010
61.9
0.814
14.51
6.116
0.13
3.81
2.65
3.54
2.72
0.341
0.4
0.03
0.28
3.1
100.38
SPR-VTM-0012
80.11
0.145
11.66
0.308
0.009
0.23
0.02
0.14
3.48
0.035
0.2
0.11
0.03
2.64
99.07
SPR-VTM-0014
77.69
0.15
11.55
0.9
0.01
0.27
0.02
0.36
4
0.03
0.1
0.11
0.03
2.44
97.65
SPR-VTM-0017
76.17
0.293
12.85
1.397
0.015
0.51
0.01
0.14
4.23
0.028
0.5
0.21
0.03
3.23
99.57
SPR-VTM-0021
76.77
0.15
11.8
1.09
0.02
0.37
0.01
0.11
4.29
0.03
0.1
0.11
0.01
2.71
97.6
SSS-AAF-0001
59.44
0.64
14.29
6.34
0.06
2.28
1.85
1.33
3.67
0.27
0.3
0.83
0.02
6.79
98.09
SSS-AAF-0004
59.56
0.576
13.678
6.596
0.059
2.65
2.265
1.55
2.86
0.276
0.3
1.02
0.02
7.3
98.74
SSS-AAF-0005
64.12
0.64
14.46
5.69
0.041
2.03
0.76
0.67
3.59
0.23
0.2
0.78
0.03
6.4
99.63
SSS-AAF-0007
59.5
0.615
13.72
7.0697
0.062
2.57
1.88
1.66
3.11
0.298
0.3
0.96
0.03
7.44
99.23
SSS-AAF-0009
73.62
0.313
12.62
1.62
0.025
0.72
0.45
0.58
4.11
0.034
0.3
0.45
0.03
4.08
98.91
SSS-EHP-0002
68.53
0.478
12.85
3.102
0.095
1.56
1.88
2.17
4.65
0.19
0.9
0.11
0.21
3.02
99.78
SSS-EHP-0003
70.14
0.374
12.7
2.981
0.67
0.71
1.42
1.74
5.33
0.138
1.3
0.15
0.19
3.14
101.01
SSS-EHP-0011
65.66
0.52
13.87
3.45
0.039
1.53
1.58
1.41
5.51
0.198
1.8
0.08
0.23
3.4
99.26
SSS-EHP-0012
61.66
0.716
14.67
4.78
0.069
2.63
2.19
1.67
4.66
0.341
1.9
0.14
0.29
4.04
99.73
SSS-EHP-0014
59.84
0.808
14.681
5.446
0.114
3.35
3.479
3.55
3
0.375
0.8
0.09
0.35
3.09
98.99
SSS-EHP-0015
57.44
0.799
14.01
6.597
0.107
4.44
3.247
3.29
3.05
0.422
1.6
0.35
0.19
4.5
100.04
SSS-EHP-0017
59.01
0.706
14.523
6.311
0.06
2.35
2.12
1.3
3.85
0.338
2.4
0.91
0.09
7.55
101.55
SSS-EHP-0019
60.77
0.69
15.168
6.103
0.057
1.72
1.44
1.488
3.92
0.287
2.9
0.61
0.05
6.61
101.8
SSS-EHP-0020
64.88
0.456
13.375
3.265
0.062
1.33
1.058
1.391
4.57
0.162
1.3
0.91
0.04
7.05
99.89
SSS-EHP-0023
62.29
0.525
14.415
4.655
0.115
1.27
1.035
0.875
3.92
0.15
0.18
9.955
SSS-EHP-0025
68.19
0.383
13.574
3.68
0.1
1.14
0.637
1.38
4.13
0.149
1.2
0.42
0.05
4.84
99.91
SSS-EHP-0031
71.67
0.355
12.81
3.29
0.115
0.95
0.56
1.3
4.21
0.11
0.5
0.16
0.02
3.1
99.15
SSS-EHP-0032
72.04
0.336
12.37
2.662
0.105
0.9
0.71
1.39
4.68
0.109
0.5
0.21
0.1
3.23
99.32
SSS-EHP-0033
70.29
0.478
13.35
3.597
0.126
1.19
0.62
2.24
4.18
0.169
0.1
0.07
0.03
2.79
99.21
SSS-EHP-0034
70.01
0.434
13.39
3.718
0.167
1.2
0.53
2.26
4.26
0.169
0.2
0.08
0.04
3.04
99.45
SSS-EHP-0036
68.37
0.528
14.09
4.07
0.085
1.15
0.65
1.67
3.43
0.187
1.2
0.19
0.04
3.96
99.57
SSS-VEV-0001
49.48
0.79
11.43
22.759
0.017
0.69
0.147
1.713
3.01
0.222
0.9
0
8.47
SSS-VTM-0012
69.48
0.503
13.98
4.29
0.13
1.28
0.66
1.25
3.79
0.21
0.1
SSS-VTM-0600
67.31
0.526
14.75
4.444
0.132
1.25
0.82
1.5
4.1
0.225
0.1
41
4.17
0.1
0.06
4.2
99.53
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Sample
SiO2
TiO2
Al2O3
Fe2O3T
MnO
MgO
CaO
Na2O
K2O
P2O5
S
SO4
C
LOI
Total
SSW-AAF-0001
60.28
0.78
14.9
6.54
0.11
2.25
1.58
2.35
3.64
0.36
0.2
0.1
0.06
6.01
99.18
SSW-AAF-0002
61.99
0.577
14.08
5.456
0.097
1.75
1.75
1.13
3.65
0.212
0.4
0.43
0.07
7.48
99.11
SSW-AAF-0005
60.01
0.56
13.63
5.3
0.06
1.86
1.85
2.28
3.67
0.25
0.1
1.34
0.04
7.63
98.6
SSW-AAF-0007
64.77
0.57
13.76
4.58
0.05
1.69
1.14
1.67
3.83
0.24
0.8
0.61
0.04
5.37
99.11
SSW-SAN-0002
62.56
0.59
14.28
5.03
0.07
1.79
1.29
2.38
3.78
0.25
0.2
1.26
0.03
5.44
98.95
SSW-SAN-0006
65.71
0.47
13.16
3.7
0.06
0.93
0.87
0.9
4.03
0.12
0.1
1.45
0.03
6.84
98.32
SSW-VTM-0001
68.4
0.34
11.64
3.619
0.081
0.84
1.34
0.8
3.59
0.075
0.2
1.39
0.02
7.86
100.24
SSW-VTM-0016
62.24
0.679
14.9
5.995
0.105
2.01
1.98
2.5
3.61
0.303
0.9
0.27
0.14
4.6
100.21
SSW-VTM-0019
60.99
0.652
14.74
6.204
0.1
2.04
1.85
2.48
3.66
0.295
1
0.58
0.07
5.48
100.12
SSW-VTM-0023
61.46
0.627
14.62
6.061
0.086
1.86
1.88
1.91
3.69
0.276
1.4
0.55
0.08
5.87
100.33
SSW-VTM-0028
62.79
0.638
14.46
5.852
0.01
2.2
1.33
1.67
3.63
0.268
0.5
0.66
0.03
5.58
99.59
SSW-VTM-0030
62.14
0.628
14.47
5.467
0.087
1.78
2.09
1.88
3.66
0.263
0.6
0.71
0.07
5.8
99.68
SWH-GJG-0008
62.52
0.402
12.69
3.883
0.035
1.02
2.32
2.72
4.36
0.213
0.3
1.49
0.03
7.64
99.64
SWH-GJG-0009
49.71
0.423
11.99
10.494
0.085
1.79
2.73
2.23
2.82
0.671
0.6
2.59
0.05
13.98
100.15
SWH-GJG-0012
66.11
0.567
15.49
1.375
0.036
1.61
1.13
2.94
2.96
0.048
0.4
0.75
0.02
5.47
98.91
SWH-GJG-0015
53.13
0.492
13.12
5.203
0.064
2.35
4.26
1.26
2.35
0.394
0.1
3.41
0.02
13.9
100.03
42
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-7. Summary statistics of the point load strength for GHN rock-pile samples. Geologic conceptual model is in Figure 2.
Location
Statistics
Point Load Strength Index
No. of Samples
2
Mean (MPa)
1.1
Standard Deviation (MPa)
NA
Unit I
Minimum (MPa)
0.6
Maximum (MPa)
1.6
Coefficient of Variation (%)
NA
No. of Samples
6
Mean (MPa)
5.0
Standard Deviation (MPa)
1.7
Unit J
Minimum (MPa)
3.3
Maximum (MPa)
7.0
Coefficient of Variation (%)
34.0
No. of Samples
4
Mean (MPa)
2.6
Standard Deviation (MPa)
1.4
Unit N
Minimum (MPa)
1.1
Maximum (MPa)
4.5
Coefficient of Variation (%)
53.8
No. of Samples
4
Mean (MPa)
5.3
Standard Deviation (MPa)
2.0
Unit K
Minimum (MPa)
3.7
Maximum (MPa)
8.2
Coefficient of Variation (%)
37.7
No. of Samples
4
Mean (MPa)
3.5
Standard Deviation (MPa)
1.3
Unit O
Minimum (MPa)
2.4
Maximum (MPa)
5.4
Coefficient of Variation (%)
37.1
No. of Samples
2
Mean (MPa)
5.8
Standard Deviation (MPa)
NA
Unit R
Minimum (MPa)
4.3
Maximum (MPa)
7.3
Coefficient of Variation (%)
NA
No. of Samples
3
Mean (MPa)
4.0
Standard Deviation (MPa)
1.0
Unit S
Minimum (MPa)
3.4
Maximum (MPa)
5.3
Coefficient of Variation (%)
25.0
No. of Samples
1
Mean (MPa)
6.1
Standard Deviation (MPa)
NA
Unit U
Minimum (MPa)
6.1
Maximum (MPa)
6.1
Coefficient of Variation (%)
NA
Unit UV
No. of Samples
2
Mean (MPa)
5.3
Standard Deviation (MPa)
NA
Minimum (MPa)
4.5
43
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Location
Unit M
Rubble
Statistics
Maximum (MPa)
Coefficient of Variation (%)
No. of Samples
Mean (MPa)
Standard Deviation (MPa)
Minimum (MPa)
Maximum (MPa)
Coefficient of Variation (%)
No. of Samples
Mean (MPa)
Standard Deviation (MPa)
Minimum (MPa)
Maximum (MPa)
Coefficient of Variation (%)
44
Point Load Strength Index
6.1
NA
1
3.7
NA
3.7
3.7
NA
1
6.5
NA
6.5
6.5
NA
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-8. Summary statistics of the slake durability indices for GHN rock pile samples. Geologic conceptual model is in Figure 2.
Units
Statistics
Slake Durability Index
No. of Samples
2
Mean (%)
97.0
Standard Deviation (%)
NA
Traffic
Minimum (%)
96.0
Maximum (%)
98.0
Coefficient of Variation (%)
NA
No. of Samples
1
Mean (%)
97.9
Standard Deviation (%)
NA
Unit C
Minimum (%)
97.9
Maximum (%)
97.9
Coefficient of Variation (%)
NA
No. of Samples
4
Mean (%)
87.9
Standard Deviation (%)
5.5
Unit I
Minimum (%)
82.2
Maximum (%)
95.0
Coefficient of Variation (%)
6.3
No. of Samples
7
Mean (%)
95.8
Standard Deviation (%)
1.9
Unit J
Minimum (%)
94.0
Maximum (%)
98.5
Coefficient of Variation (%)
2.0
No. of Samples
5
Mean (%)
96.3
Standard Deviation (%)
1.4
Unit N
Minimum (%)
94.0
Maximum (%)
98.5
Coefficient of Variation (%)
1.5
No. of Samples
5
Mean (%)
96.2
Standard Deviation (%)
2.2
Unit K
Minimum (%)
93.6
Maximum (%)
98.4
Coefficient of Variation (%)
2.3
No. of Samples
18
Mean (%)
96.5
Standard Deviation (%)
1.4
Unit O
Minimum (%)
93.6
Maximum (%)
98.1
Coefficient of Variation (%)
1.5
No. of Samples
2
Mean (%)
96.4
Standard Deviation (%)
NA
Unit R
Minimum (%)
95.5
Maximum (%)
97.3
Coefficient of Variation (%)
NA
unit S
No. of Samples
3
Mean (%)
97.4
Standard Deviation (%)
1.6
Minimum (%)
95.6
Maximum (%)
98.4
45
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
Units
Unit U
Unit UV
Unit M
Rubble
Colluvium
Unstable GHN
Statistics
Coefficient of Variation (%)
No. of Samples
Mean (%)
Standard Deviation (%)
Minimum (%)
Maximum (%)
Coefficient of Variation (%)
No. of Samples
Mean (%)
Standard Deviation (%)
Minimum (%)
Maximum (%)
Coefficient of Variation (%)
No. of Samples
Mean (%)
Standard Deviation (%)
Minimum (%)
Maximum (%)
Coefficient of Variation (%)
No. of Samples
Mean (%)
Standard Deviation (%)
Minimum (%)
Maximum (%)
Coefficient of Variation (%)
No. of Samples
Mean (%)
Standard Deviation (%)
Minimum (%)
Maximum (%)
Coefficient of Variation (%)
No. of Samples
Mean (%)
Standard Deviation (%)
Minimum (%)
Maximum (%)
Coefficient of Variation (%)
46
Slake Durability Index
1.6
5
97.7
0.6
97.1
98.5
0.6
3
96.7
0.8
95.9
97.4
0.8
1
96.6
NA
96.6
96.6
NA
7
97.4
1.1
95.2
98.5
1.1
9.0
95.7
1.7
93.0
98.5
1.8
11
95.7
5.1
80.9
99.2
5.3
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-9. Summary statistics of the point load strength for all rock pile samples. Location of Questa rock piles is in Figure 1.
Rock Pile Location
Statistics
Point Load Strength Index
No. of Samples
31
Mean(MPa)
4.3
Standard Deviation (MPa)
1.9
Goat Hill North (GHN)
Minimum (MPa)
0.6
Maximum (MPa)
8.2
Coefficient of Variation (%)
43.4
No. of Samples
7
Mean(MPa)
3.0
Standard deviation (MPa)
1.2
Spring Gulch (SPR)
Minimum (MPa)
1.3
Maximum (MPa)
4.8
Coefficient of Variation (%)
38.8
No. of Samples
8
Mean(MPa)
2.2
Standard Deviation (MPa)
0.8
Sugar Shack South (SSS)
Minimum (MPa)
1.0
Maximum (MPa)
3.8
Coefficient of Variation (%)
35.9
No. of Samples
11
Mean(MPa)
4.2
Standard Deviation (MPa)
1.3
Sugar Shack West (SSW)
Minimum (MPa)
2.0
Maximum (MPa)
6.1
Coefficient of Variation (%)
31.0
No. of Samples
2
Mean(MPa)
4.5
Standard Deviation (MPa)
NA
Middle (MID)
Minimum (MPa)
4.4
Maximum (MPa)
4.5
Coefficient of Variation (%)
NA
47
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-10. Summary statistics of the slake durability indices for all rock pile samples. The locations of the Questa rock piles are in Figure 1.
Location
Statistics
Slake Durability Index
Number of Samples
76
Mean (%)
96.1
Standard Deviation (%)
3.2
GHN
Minimum (%)
80.9
Maximum (%)
99.2
Coefficient of Variation (%)
3.4
Number of Samples
8
Mean (%)
96.1
Standard Deviation (%)
5.2
SPR
Minimum (%)
83.5
Maximum (%)
99.2
Coefficient of Variation (%)
5.4
Number of Samples
30
Mean (%)
97.4
Standard Deviation (%)
2.8
SSS
Minimum (%)
85.3
Maximum (%)
99.5
Coefficient of Variation (%)
2.7
Number of Samples
15
Mean (%)
96.3
Standard Deviation (%)
4.0
SSW
Minimum (%)
82.3
Maximum (%)
98.6
Coefficient of Variation (%)
4.1
Number of Samples
3
Mean (%)
96.9
Standard Deviation (%)
1.1
MID
Minimum (%)
95.6
Maximum (%)
97.6
Coefficient of Variation (%)
1.1
Table 1-11. Summary statistics of the point load strength for all weathered (outcrop) and unweathered (drill core) rock samples.
Lithology
Statistics
Point Load Strength Index
No. of Samples
15
Mean (MPa)
3.7
Standard Deviation (MPa)
1.7
Unweathered andesite
Minimum (MPa)
1.3
Maximum (MPa)
6.9
Coefficient of Variation (%)
46.5
No. of Samples
3
Mean (MPa)
2.6
Standard Deviation (MPa)
0.7
rhyolite (Amalia Tuff)
Minimum (MPa)
1.8
Maximum (MPa)
3.1
Coefficient of Variation (%)
27.5
No. of Samples
2
Mean (MPa)
4.2
Standard Deviation (MPa)
NA
Unweathered aplite
Minimum (MPa)
3.6
Maximum (MPa)
4.8
Coefficient of Variation (%)
NA
48
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 1 (Cont’d)
Table 1-12. Summary statistics of the slake durability indices for all weathered (outcrop) and unweathered (drill core) rock samples.
Lithology
Statistics
Slake Durability Index
No. of Samples
8
Mean (%)
96.4
Standard Deviation (%)
4.8
andesite
Minimum (%)
85.5
Maximum (%)
99.6
Coefficient of Variation (%)
4.8
No. of Samples
19
Mean (%)
94.9
Standard Deviation (%)
4.0
unweathered andesite
Minimum (%)
83.7
Maximum (%)
99.1
Coefficient of Variation (%)
4.2
No. of Samples
8
Mean (%)
94.5
Standard Deviation (%)
2.7
rhyolite (Amalia Tuff)
Minimum (%)
88.9
Maximum (%)
97.5
Coefficient of Variation (%)
2.9
No. of Samples
10
Mean (%)
92.2
Standard Deviation (%)
2.7
unweathered aplite
Minimum (%)
92.5
Maximum (%)
99.5
Coefficient of Variation (%)
2.8
49
Copyright © 2009 by SME
SME Annual Meeting
Feb. 22-Feb. 25, 2009, Denver, CO
APPENDIX 2
METHODOLOGY IN CALCULATION OF POINT LOAD STRENGTH INDEX OF A SAMPLE
2
e
The plot of P versus D of rock fragments of a sample generally results in a straight line but points around this line are usually scattered for weathered
irregular rock fragments. Hence ISRM, 1985 states that points that deviate from the straight line should be disregarded but should not be deleted.
2
Figure 2-1 shows a plot of P versus De with the entire data points whereas Figure 2-2 shows a plot with the removed deviated points. The average of
Is50 values of these remaining points is the reported Is50 for each sample.
2
2
Figure 2-1. P (peak load) versus De for sample MIN-SAN-0001 with
14 test points with graphical IS50 of 4.0 MPa and an average IS50 using
the correction factor (equation 2) for the entire 14 tests of 4.82 MPa.
Figure 2-2. P (peak load) versus De (equivalent diameter) for sample
MIN-SAN-0001 with 10 test points after eliminating the points deviating
from the straight line with graphical IS50 of 4.0 MPa and an average
IS50 using the correction factor (equation 2) for the 10 remaining points
of 5.04 MPa. The reported Is50 for sample MIN-SAN-0001 is 5.04
MPa.
50
Copyright © 2009 by SME