appendix d slope stability analysis results for soil and ... · ditto with r u = 0.2. ditto with r...
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Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final
APPENDIX D
Slope Stability Analysis Results for Soil and Overburden Storage Mounds
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D1
STABILITY OF SOIL AND OVERBURDEN STORAGE MOUNDS
D1. Shear Strength Parameters
Most glacial tills are fissured or contain other directional voids that permit pore pressure
dissipation. Preference has therefore been given to the use of effective stress tests in
determining the shear strength of the glacial cover at Highthorn site.
The results of the consolidated undrained triaxial compression tests are summarized in Tables
2 and 3. Both the cohesion (c') and friction angle (ø') values have been derived from linear
envelopes drawn to sets of Mohr circles of failure. Whilst this is in accordance with BS1377
Part 8 (1990), Section 7.6.3, Note 4, some of the intercept values (c') are considered to be too
high. This conclusion is based upon the examination and back analysis of a number of failures
at surface mines in the UK and the application of a curved failure envelope. Further analysis
has therefore been undertaken by plotting the successive stress states of each of the test
specimens in p’, q space where:
p’ = σ’1 + σ’3 and q = σ1 - σ3
2 2
Data from Ferneybeds site and the National Coal Board’s offshore investigations at Highthorn
have been included in the analysis. The soil types have been classified in accordance with the
units defined by Robertson (1991) so that direct comparison can be made with the shear
strengths similarly derived using the combined data from a large number of sites in
Northumberland. The data are plotted in Figures D1 to D3.
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D2
Unit 1
Unit 2
Figure D1 p’-q Plots for Units 1 and 2
DAB Geotechnics Ltd. Highthorn Surface Mine Scheme –
Geotechnical Assessment Report Date: 26
th May 2015
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D3
Unit 3
Unit 4
Figure D2 p’-q Plots for Units 3 and 4
DAB Geotechnics Ltd. Highthorn Surface Mine Scheme –
Geotechnical Assessment Report Date: 26
th May 2015
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D4
Remoulded Units 2 and 3
Figure D3 p’-q Plots for Remoulded Units 2 and 3
DAB Geotechnics Ltd. Highthorn Surface Mine Scheme –
Geotechnical Assessment Report Date: 26
th May 2015
Linear regression has provided values for the intercept (A') and the slope (tan a’) for the best
fit linear curve. The parameters c' and ø' have then determined using the following equations:
ø' = sin-1 (tan α'), where α' is the slope of the linear curve; and
c' - A'__ where A' is the intercept (set at zero).
cosø'
The results are summarized in Table D1, most of which are distinctly lower than those
derived by Robertson (1991), but nevertheless have been used to model the ground conditions
at Highthorn.
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D5
General Description Unit
Highthorn Site Northumberland*
c'
(kNm-2
) ø' ()
c'
(kNm-2
) ø' ()
Soft to firm, orange or reddish brown, mottled grey, silty or
sandy CLAY.
Firm to very stiff, reddish brown, brown or grey brown,
silty sandy to gravelly CLAY with occasional laminations
of silt or sand.
Very stiff, grey silty CLAY.
Soft to stiff, brown thinly to thickly laminated CLAY.
Remoulded mixture of Units 2 and 3
1
2
3
4
-
0
0
0
0
0
31.1
26.7
29.2
23.4
27.4
0
2.6
0
0
31
28.5
32
29.5
* Robertson (1991).
Table D1 Summary of Calculated c' and ø' Values
D2. Topsoil Storage Mounds
The stability of the topsoil mounds has been assessed using Bishop’s Simplified method for
circular failure, the most likely potential failure mechanism, and the computer program,
‘Talren’. Non-circular failure has also been considered. Shear strength parameters for
remoulded topsoil were determined by analysing triaxial test data from Shotton site in
Northumberland and are as follows:
c’ = 0 kN/m2 and ’ = 35º (bulk density 1.84 Mg/m3)
The topsoil mounds will be founded on natural ground (glacial material). Three scenarios
were considered in accessing their stability:
(i) a foundation comprising Unit 1 material (weathered glacial till);
(ii) a foundation consisting of Unit 2 (i.e. in the absence of any weathered glacial till or
Unit 1 material); and
(iii) a mound founded on a soil succession comprising solely Unit 4 (laminated clay).
The cable percussion boreholes clearly show that the third scenario will not occur at
Highthorn site, but laminated clay is present and the analysis results serve to demonstrate the
likely effects on stability. Unit 3 only occurs are depth.
The shear strengths for all the foundation materials were taken from Tables D1 with bulk
densities derived from the data provided in Appendix B. Characterization of the laminated
clay would have benefited from a number of shear box tests, but this omission from the test
programme is not thought to be critical. A mound height of 6m was used in all the
calculations.
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D6
The mounds will be constructed with outer slopes of not greater than 1v in 2h (26.6º) and this
profile was used in the analysis. Induced pore pressures will be very low at shallow depth due
to fissuring of the glacial material, but a range of values (expressed in terms of the pore
pressure ratio, ru ) were used for comparative purposes and to the assess the likely impact of
an adjacent subsoil or overburden mound. The pore pressures will dissipate with time and at
depth this process can be quite slow owing to the low permeability of the glacial till. It will be
enhanced where the adjacent ground is excavated. An assessment has been made of the
stability of the mounds where they lie adjacent to the highwalls, but it is the security of the
slopes themselves which will be critical. Further details are given in Appendix E. For the
purposes of this exercise, a slope gradient of 1v in 1h (45°) was used regardless of the
thickness of the glacial deposits. This is the steepest profile recommended in Section 5.4.1
and represents the most conservative condition.
The factors of safety (FoS) were determined using a grid of circle centres and the results are
shown in Figures D4 to D31. A summary is provided in Tables D2 to D4 where the
following classification has been applied:
<1.00 Unstable
1.0 to 1.1 Barely stable
1.2 to 1.3 Short term stability (i.e. a few days or weeks)
1.4 Medium term stability (i.e. a few weeks or months)
1.5 Long term stability (i.e. months and years)
The analysis results indicate that stability can be maintained if the outer slopes of the
topsoil mounds are formed at not greater than 1v in 2h (26.6º) as planned. Where they
are formed at a lower angle the factors of safety will be higher. The same will apply where the
mounds are constructed at a lower height. If any pore pressures are induced they will be
relatively low and will slowly dissipate. This and the consolidation of the deposited material
will also improve stability. Minor slumping or sliding of the outer surfaces of the mounds
may occur, especially if the topsoil has a high moisture content when it is stripped, but as
experience has shown this will not endanger plant and personnel. The recommended standoff
from the site boundary (3m) will ensure that the security of adjacent properties is not
compromised.
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D7
Location of Slip Circle Factor of
Safety Notes
Topsoil Mound Founded on Unit 1 Soil
Slip circles with overall minimum factor of safety.
Slip circles forced through point 1m behind crest of
outer slope.
Slip circles forced through point 2m behind crest of
outer slope.
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
Slip circles forced through foundation with adjacent
excavation highwall. Fully drained conditions.
Slip circles forced through foundation with adjacent
excavation highwall. Partly drained conditions.
Non-circular failure surface extending from the crest
of the mound and through the upper part of the
foundation to the highwall. Fully drained conditions.
Ditto with ru = 0.2.
Ditto with ru = 0.4.
1.39
1.47
1.56
1.67
1.54
1.37
1.25
1.67
-
1.88
1.71
1.52
Slip circles confined to the outer surface of the
topsoil mound and are representative of minor
unravelling only. Stable in medium term.
Slip circles with the minimum factor of safety
extend through the full height of the outer
slope. Stable in long term.
Slip circle with the minimum factor of safety
extends through the full height of the outer
slope. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the mound.
They penetrate up to 0.5m into the foundation
and extend about 3m from the toe. Stable in
long term.
Slip circles with the minimum factor of safety
extend through the full height of the mound.
They penetrate up to 0.5m into the foundation
and extend about 3m from the toe. Stable in
long term.
Slip circles with the minimum factor of safety
daylight in the central part of the outer slope.
They penetrate up to 0.5m into the foundation
and extend about 1.5m from the toe. Stable in
medium term.
Slip circles with the minimum factor of safety
daylight in the central part of the outer slope.
They penetrate up to 1m into the foundation
and extend about 2.5m from the toe. Stable in
short term.
Slip circles with the minimum factor of safety
extend through the full height of the mound.
They penetrate up to 0.5m into the foundation
and extend about 3m from the toe. Stable in
long term.
Not possible to generate plausible slip surfaces
that extend through the mound and slope.
Stable in long term.
Stable in long term.
Stable in long term.
Table D2 Summary of Slope Stability Analysis Results for Topsoil Storage Mounds
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D8
Location of Slip Circle Factor of
Safety Notes
Topsoil Mound Founded on Unit 2 Soil
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
Slip circles forced through foundation with adjacent
excavation highwall. Fully drained conditions.
Slip circles forced through foundation with adjacent
excavation highwall (ru = 0.2).
Non-circular failure surface extending from the crest
of the mound and through the upper part of the
foundation to the highwall. Fully drained conditions.
Ditto with ru = 0.2.
Ditto with ru = 0.4.
1.57
1.45
1.26
1.13
1.57
1.45
-
1.75
1.59
1.44
Slip circles with the minimum factor of safety
extend through the full height of the mound.
They penetrate up to 0.5m into the foundation
and extend about 3m from the toe. Stable in
long term.
Slip circles with the minimum factor of safety
extend through the full height of the mound or
from the upper part of the outer slope. They
penetrate up to 0.5m into the foundation and
extend about 3m from the toe. Stable in long
term.
Slip circle with the minimum factor of safety
extends from the upper part of the outer slope.
It penetrates up to 1.0m into the foundation and
extends about 2.5m from the toe. Stable in short
term.
Slip circle with the minimum factor of safety
extends from the upper part of the outer slope.
It penetrates up to 1.5m into the foundation and
extends about 3.5m from the toe. Barely stable.
Slip circles with the minimum factor of safety
extend through the full height of the mound.
They penetrate up to 0.5m into the foundation
and extend about 3m from the toe. Stable in
long term.
Slip circles with the minimum factor of safety
extend through the full height of the mound and
from the upper part of the outer slope. They
penetrate up to 0.5m into the foundation and
extend about 3m from the toe. Stable in long
term. Other slip circles extend at depth through
the foundation and daylight in the excavation
slope.
Not possible to generate plausible slip surfaces
at higher pore pressure ratios.
Stable in long term.
Stable in long term.
Stable in long term.
Table D3 Summary of Slope Stability Analysis Results for Topsoil Storage Mounds
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D9
Location of Slip Circle Factor of
Safety Notes
Topsoil Mound Founded on Unit 4 Soil
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
Slip circles forced through foundation with adjacent
excavation highwall. Fully drained conditions.
Slip circles forced through foundation with adjacent
excavation highwall. Partly drained conditions.
Non-circular failure surface extending from the crest
of the mound and through the upper part of the
foundation to the highwall. Fully drained conditions.
Ditto with ru = 0.2.
Ditto with ru = 0.4.
1.48
1.34
1.15
1.02
1.48
-
1.63
1.50
1.37
Slip circles with the minimum factor of safety
extend through the full height of the mound.
They penetrate up to 0.5m into the foundation
and extend about 3m from the toe. Stable in
long term.
Slip circle with the minimum factor of safety
extends from the central part of the outer slope.
It penetrates up to 0.5m into the foundation and
extends about 1.5m from the toe. Stable in
medium term.
Slip circles with the minimum factor of safety
extend through the full height of the mound or
the crest of the outer slope. They penetrate up
to 1.5m into the foundation and extend about
3.5m from the toe. Stable in short term.
Slip circle with the minimum factor of safety
extends from the upper part of the outer slope.
It penetrates up to 1.5m into the foundation and
extends about 3.5m from the toe. Barely stable.
Slip circles with the minimum factor of safety
extend through the full height of the mound.
They penetrate up to 0.5m into the foundation
and extend about 2.5m from the toe. Stable in
long term.
Not possible to generate plausible slip surfaces
that extend through the mound and slope.
Stable in long term.
Stable in long term.
Stable in long term.
Table D4 Summary of Slope Stability Analysis Results for Topsoil Storage Mounds
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D10
D3. Subsoil and Drift Material Storage Mounds
The stability of the subsoil mounds was also assessed using Bishop’s Simplified method for
circular failure. This is again the most likely potential failure mechanism. Complete
remoulding of the subsoil material is unlikely to occur during mound construction because of
the method of emplacement: namely, excavation by backactor, end tipping from rigid and/or
articulated dumptrucks and spreading by dozers. Investigations at the former Acklington and
Colliersdean surface mines in Northumberland suggest that the shear strength of the mound
material can closely match that of the in situ weathered till, more so after a period of
consolidation. The parameters used in these calculations have been based on p’-q analysis of
Unit 1 test data as follows:
c’ = 0 kN/m2 and ’ = 30º.
A bulk density of 2.00 Mg/m3 was used to represent the deposited material, but this will
increase as consolidation ensues. The same foundations were considered as for the topsoil
mounds and where Unit 1 has been used, this is based on the reasonable assumption that not
all of this material will have been removed during the stripping of the subsoil. A mound
height of 10m was adopted with outer slopes of 1v in 2h (26.6°). Fully drained conditions
were assumed, but the effect of induced pore pressures was considered. These will again be
very low at shallow depth due to the presence of fissures. The minimum factors of safety were
determined using a grid of circle centres and the results are presented in Figure D32 to D57.
A summary is provided in Tables D5 to D7. The same classification has been applied as in
Section D2.
The results show that in general the stability of the deposited subsoil can be maintained if the
outer slopes of the mounds are formed at not greater than 1v in 2h (26.6º). The mound
foundations will comprise a combination of the soil types identified in the cable percussion
boreholes, although Unit 2 appears to be predominant. This may or may not be capped by a
layer of Unit 1 material. Layers or beds of laminated clay (Unit 4) will only impact the factors
of safety where they lie at very shallow depth (less than 4m), which is generally not the case.
Minor slumping of the outer slopes of the mounds may occur during or shortly after
placement, but stability will improve as the subsoil consolidates as experience has shown.
Such occurrences will not compromise the safety of plant, personnel and members of the
public. Adjacent properties will remain unaffected because of the standoffs that will be
provided. Nevertheless, it is recommended that the outer slopes of the mounds are graded to
the required profiles as soon as the deposited material reaches 3m in height. This operation
should be continued until construction is completed.
The analysis results are based on a 10m high structure and not all mounds will be constructed
to this height nor will the side slopes be formed as steeply as 1v in 2h (26.6°). Both these
factors will serve to increase the factors of safety. The drift material storage mound will be
constructed to a maximum height of 11m, but its eastern slope will be graded down to about
1v in 5h (11.3°). The stored material will comprise a mixture of Units 1 and 2 and as such the
shear strength should be close to that used in the calculations. However, the recommendations
made with regard to the construction of the subsoil mounds equally apply.
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D11
Location of Slip Circle Factor of
Safety Notes
Subsoil Mound Founded on Unit 1 Soil
Slip circles with overall minimum factor of safety.
Slip circles forced through point 1m behind crest of
outer slope.
Slip circles forced through point 2m behind crest of
outer slope.
Slip circles forced through point 4m behind crest of
outer slope.
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
Slip circles forced through foundation with adjacent
excavation highwall. Fully drained conditions.
Slip circles forced through foundation with adjacent
excavation highwall. Partly drained conditions.
Non-circular failure surface extending from the crest
of the mound and through the upper part of the
foundation to the highwall. Fully drained conditions.
Ditto with ru = 0.2.
Ditto with ru = 0.4.
1.15
1.19
1.23
1.34
1.39
1.32
1.22
1.11
1.30
-
1.37
1.32
1.28
Slip circles confined to the outer surface of the
subsoil mound and are representative of minor
unravelling only. Stable in short term.
Slip circles with the minimum factor of safety
extend through almost the full length of the
outer slope. Stable in short term.
Slip circles with the minimum factor of safety
extend through the full length of the outer
slope. Stable in short term.
As above. Stable in short term
Slip circles with the minimum factor of safety
extend from around the crest of the outer slope.
They penetrate up to 0.5m into the foundation
and extend about 8.5m from the toe. Stable in
medium term.
Slip circles with the minimum factor of safety
extend from around the crest of the outer slope.
They penetrate up to 0.5m into the foundation
and extend about 5.5m from the toe. Stable in
short term.
Slip circles with the minimum factor of safety
extend from around the crest and upper part of
the outer slope. They penetrate up to 1m into
the foundation and extend about 4.5m from the
toe. Stable in short term.
Slip circle with the minimum factor of safety
extends from the upper part of the outer slope.
It penetrates up to 1.5m into the foundation and
extends about 4.5m from the toe. Barely stable.
Slip circles with the minimum factor of safety
extend through the toe of the mound and the
upper part of the adjacent safety bench. Stable
in short term. (Barely plausible).
Not possible to generate plausible slip surfaces
that extend through the mound and slope.
Stable in medium term.
Stable in short term.
Stable in short term.
Table D5 Summary of Slope Stability Analysis Results for Subsoil Storage Mounds
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D12
Location of Slip Circle Factor of
Safety Notes
Subsoil Mound Founded on Unit 2 Soil
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
Slip circles forced through foundation with adjacent
excavation highwall. Fully and partly drained
conditions.
Non-circular failure surface extending from the crest
of the mound and through the upper part of the
foundation to the highwall. Fully drained conditions.
Ditto with ru = 0.2.
Ditto with ru = 0.4.
1.34
1.26
1.12
1.02
-
1.33
1.30
1.26
Slip circles with the minimum factor of safety
extend from around the crest of the outer slope.
They penetrate up to 0.5m into the foundation
and extend about 7m from the toe. Stable in
short term.
Slip circles with the minimum factor of safety
extend from the upper part of the outer slope.
They penetrate up to 0.5m into the foundation
and extend about 4m from the toe. Stable in
short term.
Slip circles with the minimum factor of safety
extend from the upper part of the outer slope.
They penetrate up to 1.5m into the foundation
and extend about 4m from the toe. Barely
stable.
Slip circles with the minimum factor of safety
extend from the upper part of the outer slope.
They penetrate up to 2.5m into the foundation
and extend about 5.5m from the toe. Barely
stable.
Not possible to generate plausible slip surfaces
that extend through the mound and slope.
Stable in short term.
Stable in short term.
Stable in short term.
Table D6 Summary of Slope Stability Analysis Results for Subsoil Storage Mounds
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D13
Location of Slip Circle Factor of
Safety Notes
Subsoil Mound Founded on Unit 4 Soil
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
Slip circles forced through foundation with adjacent
excavation highwall. Fully and partly drained
conditions.
Non-circular failure surface extending from the crest
of the mound and through the upper part of the
foundation to the highwall. Fully drained conditions.
Ditto with ru = 0.2.
Ditto with ru = 0.4.
1.29
1.20
1.04
0.92
-
1.30
1.27
1.24
Slip circles with the minimum factor of safety
extend from around the crest and the upper part
of the outer slope. They penetrate up to 0.5m
into the foundation and extend about 5.5m from
the toe. Stable in short term.
Slip circles with the minimum factor of safety
extend from around the crest and the upper part
of the outer slope. They penetrate up to 1m into
the foundation and extend about 4.5m from the
toe. Stable in short term.
Slip circles with the minimum factor of safety
extend from the upper part of the outer slope.
They penetrate up to 2.5m into the foundation
and extend about 5.5m from the toe. Barely
stable.
Slip circle with the minimum factor of safety
extends from the upper part of the outer slope.
It penetrates up to 1.5m into the foundation and
extends about 3.5m from the toe. Unstable.
Not possible to generate plausible slip surfaces
that extend through the mound and slope.
Stable in short term.
Stable in short term.
Stable in short term.
Table D7 Summary of Slope Stability Analysis Results for Subsoil Storage Mounds
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D14
D4. Overburden Mounds
Two overburden mounds will be constructed on the site: OBM1 located in the north, which
will be partly founded on opencast backfill and will formed at a maximum height of 25m; and
OBM2 in the western part of the site resting on natural ground at a height of not greater than
27m. The stability of these two mounds has again been assessed using Bishop’s Simplified
method for circular failure. The same foundation models were used as for the assessment of
the topsoil and subsoil mounds, but with the addition of old opencast backfill, for which
suitable shear strength parameters have been taken from the test records for the permitted
Ferneybeds site:
c’ = 6 kN/m2 and ’ = 30º (bulk density 2.10 Mg/m3).
These parameters are representative of a clay rich fill and may well be conservative. The
shear strength will be higher if more rock fragments are present.
Two types of overburden material were considered: a moderately compacted weak rockfill
and a clayfill comprising a remoulded mixture of Units 2 and 3. The shear strength
parameters for the rockfill were estimated using the data provided by Charles and Watts
(1980) and an average vertical stress value for each of the overburden mounds. A bulk density
of 2.0 Mg/m3 was adopted based on experience. The shear strength of the rockfill that will be
produced at the site will be higher because it will contain significant proportions of
moderately strong to strong sandstone. The parameters for the remoulded clay were taken
from Table D1 and Appendix B. Fully drained and partly drained conditions were considered
for the foundation.
Section profiles were determined for the outer slopes of the mounds and the steepest overall
slope was assessed for Mound OBM1. This is almost identical to the eastern slope of OBM2,
but the western side of this mound was assessed because of the adjacent A1068. Banks have
designed the mounds with an 8 to 10m high, 1v in 2h (26.6°) outer slope along the toe, but
with a gently graded upper part to minimize visual intrusion. The topsoil and subsoil storage
mounds will also provide a screen.
The analysis results have been determined using a grid of circle centres and are again
expressed as minimum factors of safety (Figures D58 to D102). They are summarized in
Tables D8 and D13 and are classified in the same manner as in Sections D2 and D3.
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D15
Location of Slip Circle Factor of
Safety Notes
Mainly Clayfill Founded on Old Opencast Backfill
Slip circles with overall minimum factor of safety.
Slip circles forced through point 2m behind crest of
1v in 2h slope.
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
1.04
1.10
1.40
1.34
1.25
Slip circles confined to the outer surface of the
mound and are representative of minor
unravelling only. Barely stable conditions.
Slip circles with the minimum factor of safety
extend through the 1v in 2h section of the outer
slope. Barely stable conditions.
Slip circle with the minimum factor of safety
extends through the full height of the 1v in 2h
section of slope. It penetrates up to 0.5m into
the foundation and extends about 4.5m from the
toe. Stable in medium term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 0.5m into
the foundation and extend about 4.5m from the
toe. Stable in short term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 0.5m into
the foundation and extend about 1.5m from the
toe. Stable in short term.
Mainly Clayfill Founded on Unit 2
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
1.22
1.16
1.05
0.96
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 0.5m into
the foundation and extend about 8m from the
toe. Stable in short term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 0.5m into
the foundation and extend about 5.5m from the
toe. Stable in short term.
Slip circles with the minimum factor of safety
extend from the upper part of the 1v in 2h
section of slope. They penetrate up to 1.5m into
the foundation and extend about 4.5m from the
toe. Barely stable.
Slip circles with the minimum factor of safety
extend from the upper part of the 1v in 2h
section of slope. They penetrate up to 2m into
the foundation and extend about 6m from the
toe. Barely stable.
Table D8 Summary of Slope Stability Analysis Results for Overburden Mound OBM1
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D16
Location of Slip Circle Factor of
Safety Notes
Mainly Clayfill Founded on Unit 4
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
1.18
1.11
0.97
0.87
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 0.5m into
the foundation and extend about 5.5m from the
toe. Stable in short term.
Slip circles with the minimum factor of safety
extend from the crest and upper part of the 1v
in 2h section of slope. They penetrate up to
0.5m into the foundation and extend about
4.5m from the toe. Barely stable.
Slip circles with the minimum factor of safety
extend from the upper part of the 1v in 2h
section of slope. They penetrate up to 2m into
the foundation and extend about 5.5m from the
toe. Barely stable.
Slip circles with the minimum factor of safety
extend from the upper part of the 1v in 2h
section of slope. They penetrate up to 2.5m into
the foundation and extend about 4.5m from the
toe. Unstable.
Rockfill Founded on Opencast Backfill
Slip circles with overall minimum factor of safety.
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
2.27
2.27
2.04
1.76
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 1.5m into
the foundation and extend about 4.5m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 1.5m into
the foundation and extend about 4.5m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 2.5m into
the foundation and extend about 5m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 3.5m into
the foundation and extend about 5.5m from the
toe. Stable in long term.
Table D9 Summary of Slope Stability Analysis Results for Overburden Mound OBM1
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D17
Location of Slip Circle Factor of
Safety Notes
Rockfill Founded on Unit 2
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
1.99
1.75
1.47
1.29
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 2.5m into
the foundation and extend about 5m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 3m into
the foundation and extend about 5.5m from the
toe. Stable in long term.
Slip circle with the minimum factor of safety
extends through the full height of the 1v in 2h
section of slope. It penetrates up to 4m into the
foundation and extends about 7.5m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 5.5m into
the foundation and extend about 7m from the
toe. Stable in short term.
Rockfill Founded on Unit 4
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
1.82
1.60
1.31
1.14
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 2.5m into
the foundation and extend about 5.5m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 4m into
the foundation and extend about 7.5m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 5.5m into
the foundation and extend about 7m from the
toe. Stable in short term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 7.5m into
the foundation and extend about 6m from the
toe. Barely stable.
Table D10 Summary of Slope Stability Analysis Results for Overburden Mound OBM1
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D18
Location of Slip Circle Factor of
Safety Notes
Mainly Clayfill Founded on Unit 2
Slip circles with overall minimum factor of safety.
Slip circles forced through point 2m behind crest of
1v in 2h slope.
Slip circles forced through point 4m behind crest of
1v in 2h slope.
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
1.04
1.11
1.22
1.23
1.16
1.05
0.96
Slip circles confined to the outer surface of the
mound and are representative of minor
unravelling only. Barely stable conditions.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of the outer slope. Barely stable
conditions.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of the outer slope. Stable in short term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 0.5m into
the foundation and extend about 6.5m from the
toe. Stable in short term.
Slip circles with the minimum factor of safety
extend from the crest of the 1v in 2h section of
slope. They penetrate up to 0.5m into the
foundation and extend about 4m from the toe.
Stable in short term.
Slip circles with the minimum factor of safety
extend from the crest and upper part of the 1v
in 2h section of slope. They penetrate up to
1.5m into the foundation and extend about 4m
from the toe. Barely stable conditions.
Slip circles with the minimum factor of safety
extend from the crest and the upper part of the
1v in 2h section of slope. They penetrate up to
2.5m into the foundation and extend about
5.5m from the toe. Barely stable conditions.
Table D11 Summary of Slope Stability Analysis Results for Overburden Mound OBM2
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D19
Location of Slip Circle Factor of
Safety Notes
Mainly Clayfill Founded on Unit 4
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
1.18
1.11
0.97
0.87
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 0.5m into
the foundation and extend about 4.5m from the
toe. Stable in short term.
Slip circles with the minimum factor of safety
extend from around the crest and upper part of
the 1v in 2h section of slope. They penetrate up
to 4m into the foundation and extend about
7.5m from the toe. Barely stable conditions.
Slip circles with the minimum factor of safety
extend from the upper part of the 1v in 2h
section of slope. They penetrate up to 1.5m into
the foundation and extend about 4.5m from the
toe. Barely stable conditions.
Slip circles with the minimum factor of safety
extend from the upper part of the 1v in 2h
section of slope. They penetrate up to 2m into
the foundation and extend about 3.5m from the
toe. Unstable.
Rockfill Founded on Unit 2
Slip circles with overall minimum factor of safety.
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
2.05
2.05
1.80
1.50
1.31
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 1.5m into
the foundation and extend about 3m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 1.5m into
the foundation and extend about 3m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 2.5m into
the foundation and extend about 3.5m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 4m into
the foundation and extend about 6m from the
toe. Stable in long term.
Slip circle with the minimum factor of safety
extends through the full height of the 1v in 2h
section of slope. It penetrates up to 4m into the
foundation and extends about 3.5m from the
toe. Stable in short term.
Table D12 Summary of Slope Stability Analysis Results for Overburden Mound OBM2
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D20
Location of Slip Circle Factor of
Safety Notes
Rockfill Founded on Unit 4
Slip circles forced through foundation. Fully drained
conditions.
Slip circles forced through foundation (ru = 0.2).
Slip circles forced through foundation (ru = 0.4).
Slip circles forced through foundation (ru = 0.5).
1.87
1.64
1.34
1.16
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 2.5m into
the foundation and extend about 3m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
section of slope. They penetrate up to 3.5m into
the foundation and extend about 6m from the
toe. Stable in long term.
Slip circles with the minimum factor of safety
extend through the full height of the 1v in 2h
slope. They penetrate up to 3.5m into the
foundation and extend about 6m from the toe.
Stable in medium term.
Slip circle with the minimum factor of safety
extends through the full height of the 1v in 2h
section of slope. It penetrates up to 3.5m into
the foundation and extends about 4m from the
toe. Stable in short term.
Table D13 Summary of Slope Stability Analysis Results for Overburden Mound OBM2
The analysis results are considered to reflect very conservative conditions and the factors of
safety are likely to be higher. In all cases, however, they show that the slip circles with the
minimum factors of safety are focused on the steeper, 1v in 2h (26.6°) section of the mounds’
outer slopes. Clayfill is the least stable overburden material and there is a risk that the outer
slopes will slump where they are formed at 1v in 2h (26.6°). The risk of bearing capacity
failure will diminish as the pore pressures dissipate and the material consolidates, but any
adverse effects will not be felt beyond the site boundary if the recommended standoffs are
applied. The pore pressures used in the analysis will be lower at shallower depth and where
drainage is facilitated by granular opencast backfill. The presence of topsoil and subsoil
mounds will also serve to load the toe and increase the factors of safety. The quality of the
overburden will also be variable. Remoulding of the clay material will only be partial and in
many instances it will retain its in situ strength. High factors of safety and satisfactory levels
of stability were achieved using the shear strength parameters for rockfill, which may also
prove to be conservative. A mixture of clay and rockfill should therefore achieve the
necessary degree of security for the two mounds. However, it is recommended that as much
rockfill as possible is incorporated into the outer perimeters of the two mounds where the
steeper profiles are to be formed. This bund should be at least 25m wide and should be
formed as the mound level is raised to between 8 and 10m in height.
The standoff between the mounds and the excavations will be sufficient to prevent significant
interaction.
Soil no 1 2γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1Units : kN meters and degreesCalculation method : Bishop
1.55 1.55 1.55 1.55 1.55 1.4 1.41 5.65 7.56 9.52 1.55 1.55 1.55 1.4 1.41 1.42 1.43 4.84 6.7 8.3 1.55 1.4 1.41 1.42 1.43 1.44 1.45 4.16 5.98 5.98 7.4 1.41 1.42 1.43 1.44 1.45 1.45 1.46 3.55 1.39 6.7 1.43 1.44 1.45 1.45 1.46 1.47 1.39 1.4 4.82 6.15 6.15 1.45 1.45 1.46 1.47 1.39 1.4 1.41 1.41 4.37 5.65 1.46 1.47 1.39 1.4 1.41 1.41 1.42 1.42 3.95 5.21 1.39 1.4 1.41 1.41 1.42 1.42 1.43 1.43 3.55 4.82 1.41 1.41 1.42 1.42 1.43 1.43 1.44 1.44 1.39 1.4 1.42 1.42 1.43 1.43 1.44 1.44 1.39 1.4 1.4 1.41
Γmin 1.39Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:16:00Copyright (c) TERRASOL
Topsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D4
Soil no 1 2γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1Units : kN meters and degreesCalculation method : Bishop
Γmin 1.47Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:18:52Copyright (c) TERRASOL
Topsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D5
Soil no 1 2γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1Units : kN meters and degreesCalculation method : Bishop
Γmin 1.56Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:20:05Copyright (c) TERRASOL
Topsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D6
Soil noImposed 1
Imposed 2
γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.44 2.22 2.03 1.87 1.83 2.01 2.93 5.65 7.56 9.19 2.24 2.07 1.93 1.82 1.79 1.93 2.56 4.84 6.7 8.14 2.12 1.98 1.86 1.78 1.76 1.88 2.32 4.16 5.98 5.98 7.34 2.07 1.92 1.81 1.74 1.73 1.83 2.16 3.55 5.35 6.7 6.7 2.05 1.89 1.78 1.72 1.72 1.79 2.06 2.97 4.82 6.15 6.15 2.05 1.89 1.76 1.7 1.7 1.76 1.96 2.61 4.37 5.65 2.07 1.9 1.77 1.7 1.69 1.74 1.9 2.38 3.95 5.21 2.1 1.93 1.78 1.69 1.67 1.72 1.85 2.22 3.55 4.82 2.14 1.96 1.82 1.72 1.67 1.7 1.82 2.1 3.05 4.47 2.17 2 1.85 1.75 1.68 1.69 1.78 2.01 2.68 4.16 4.16
Γmin 1.67Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:21:37Copyright (c) TERRASOL
Topsoil
Unit 1
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DAB GEOTECHNICS LTD. D7
Soil noImposed 1
Imposed 2
γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.16 1.96 1.78 1.65 1.6 1.76 2.52 4.6 6.09 6.09 7.38 2 1.84 1.7 1.61 1.58 1.7 2.24 3.98 5.43 5.43 6.56 1.91 1.91 1.76 1.66 1.59 1.57 1.69 2.05 3.48 3.48 4.86 4.86 5.91 1.87 1.87 1.72 1.63 1.57 1.56 1.66 1.93 3.06 4.38 4.38 5.42 1.86 1.86 1.71 1.71 1.61 1.56 1.56 1.62 1.86 2.63 3.96 4.99 1.86 1.72 1.72 1.61 1.55 1.55 1.61 1.78 2.34 3.63 3.63 4.6 1.88 1.88 1.73 1.62 1.56 1.55 1.6 1.74 2.15 3.33 3.33 4.26 1.91 1.91 1.76 1.63 1.55 1.54 1.58 1.71 2.02 3.06 3.06 3.96 1.94 1.94 1.79 1.66 1.58 1.54 1.58 1.69 1.93 2.73 3.7 1.97 1.83 1.7 1.61 1.56 1.57 1.65 1.86 2.43 3.48 3.48 3.48
Γmin 1.54Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:24:48Copyright (c) TERRASOL
Topsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D8
Soil noImposed 1
Imposed 2
γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.91 1.74 1.6 1.45 1.38 1.56 2.5 4.14 4.14 5.21 6.31 1.76 1.76 1.63 1.63 1.48 1.41 1.37 1.5 2.11 3.53 4.6 5.57 1.63 1.53 1.44 1.4 1.37 1.47 1.92 3.11 3.11 4.14 4.14 4.14 4.97 1.58 1.47 1.43 1.41 1.41 1.38 1.49 1.77 2.76 3.73 4.48 1.56 1.44 1.39 1.38 1.38 1.39 1.48 1.69 2.5 2.5 3.39 4.14 4.14 1.56 1.45 1.38 1.39 1.41 1.45 1.67 2.27 3.09 3.81 1.58 1.58 1.47 1.4 1.38 1.39 1.45 1.6 2.05 2.86 3.53 1.6 1.6 1.5 1.42 1.39 1.41 1.46 1.57 1.91 2.67 3.3 1.63 1.63 1.53 1.45 1.41 1.4 1.44 1.56 1.82 2.47 3.1 1.66 1.66 1.56 1.49 1.44 1.41 1.46 1.56 1.75 2.35 2.91 2.91
Γmin 1.37Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:28:09Copyright (c) TERRASOL
Topsoil
Unit 1
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DAB GEOTECHNICS LTD. D9
Soil noImposed 1
Imposed 2
γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1ru 0 .5Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.52 1.52 1.41 1.31 1.27 1.25 1.37 1.9 3 3.86 3.86 4.66 1.43 1.34 1.29 1.29 1.26 1.26 1.35 1.75 2.65 3.49 3.49 3.49 4.17 1.39 1.3 1.29 1.29 1.27 1.28 1.28 1.39 1.63 2.4 2.4 3.16 3.76 1.38 1.3 1.3 1.26 1.26 1.25 1.29 1.39 1.56 2.19 2.88 3.49 3.49 1.39 1.31 1.31 1.26 1.27 1.3 1.36 1.36 1.57 2.03 2.64 3.21 1.39 1.33 1.28 1.26 1.28 1.37 1.37 1.5 1.9 2.46 3 3 1.41 1.35 1.31 1.28 1.3 1.38 1.49 1.79 2.31 2.82 2.82 1.43 1.38 1.34 1.31 1.31 1.35 1.48 1.71 2.16 2.65 1.46 1.41 1.38 1.38 1.38 1.34 1.33 1.37 1.48 1.67 2.06 2.49 1.48 1.42 1.37 1.35 1.35 1.38 1.38 1.44 1.63 1.63 1.97 2.37
Γmin 1.25Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:27:02Copyright (c) TERRASOL
Topsoil
Unit 1
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DAB GEOTECHNICS LTD. D10
Soil noImposed 1
Imposed 2
γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.89 1.78 1.72 1.72 1.79 2.06 2.42 2.42 2.31 2.18 2.06 1.89 1.76 1.7 1.7 1.76 1.96 2.35 2.35 2.35 2.24 2.13 2.02 1.9 1.77 1.7 1.69 1.74 1.9 2.29 2.29 2.29 2.19 2.19 2.08 1.98 1.93 1.78 1.69 1.67 1.72 1.85 2.2 2.15 2.15 2.15 2.05 2.05 1.96 1.96 1.96 1.82 1.72 1.67 1.7 1.82 2.08 2.12 2.12 2.12 2.03 2.03 1.94 1.94 2 1.85 1.75 1.68 1.69 1.78 1.99 2.09 2.09 2.01 2.01 2.01 1.92 2.04 1.89 1.78 1.71 1.69 1.76 1.92 2.07 2.07 2.07 2 2 2 1.91 1.91 2.08 1.93 1.82 1.74 1.7 1.73 1.86 2.04 1.99 1.99 1.99 1.91 1.91 1.91 1.91 2.12 1.97 1.86 1.77 1.72 1.72 1.81 1.98 1.98 1.98 1.98 1.9 1.9 2.16 2.02 1.9 1.81 1.75 1.74 1.78 1.9 1.97 1.97 1.9 1.9 1.9
Γmin 1.67Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:32:03Copyright (c) TERRASOL
Topsoil
Unit 1
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DAB GEOTECHNICS LTD. D11
Soil noImposed 1
Imposed 2
γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.88Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:41:35Copyright (c) TERRASOL
Topsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D12
Soil noImposed 1
Imposed 2
γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.71Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:42:16Copyright (c) TERRASOL
Topsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D13
Soil noImposed 1
Imposed 2
γ 18.15 20.6Γs1 1 1c 0 0Γc 1 1φ 34.8 31.1Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.52Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 1 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:42:51Copyright (c) TERRASOL
Topsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D14
Soil noImposed 1
Imposed 2
γ 18.15 20.99Γs1 1 1c 0 0Γc 1 1φ 34.8 26.7Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.14 2.14 1.95 1.81 1.7 1.63 1.61 1.73 2.11 3.65 3.65 5.13 5.13 2.09 1.9 1.77 1.77 1.67 1.6 1.6 1.7 1.98 3.19 4.61 2.08 1.89 1.74 1.65 1.6 1.6 1.66 1.91 2.71 4.17 2.09 2.09 1.9 1.75 1.64 1.58 1.58 1.65 1.83 2.4 3.81 3.81 2.1 1.92 1.76 1.65 1.59 1.58 1.64 1.78 2.2 3.48 2.13 2.13 1.95 1.79 1.66 1.58 1.57 1.61 1.74 2.07 3.18 2.16 1.98 1.83 1.69 1.61 1.57 1.61 1.72 1.97 2.81 2.19 2.02 1.86 1.73 1.64 1.59 1.59 1.68 1.9 2.49 2.23 2.05 1.9 1.77 1.68 1.61 1.6 1.67 1.84 2.28 2.27 2.27 2.09 1.94 1.81 1.71 1.65 1.62 1.65 1.79 2.14
Γmin 1.57Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 2 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:52:24Copyright (c) TERRASOL
Topsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D15
Soil noImposed 1
Imposed 2
γ 18.15 20.99Γs1 1 1c 0 0Γc 1 1φ 34.8 26.7Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.87 1.71 1.58 1.53 1.53 1.48 1.45 1.57 1.88 3.05 4.18 4.18 1.84 1.68 1.55 1.49 1.45 1.46 1.55 1.78 2.72 3.78 1.83 1.68 1.55 1.48 1.46 1.47 1.52 1.74 2.42 3.44 1.84 1.69 1.56 1.49 1.45 1.45 1.51 1.67 2.16 3.16 1.85 1.71 1.59 1.51 1.47 1.46 1.52 1.64 2 2.94 1.87 1.74 1.62 1.53 1.46 1.45 1.5 1.62 1.9 2.71 1.9 1.77 1.66 1.56 1.49 1.46 1.51 1.61 1.82 2.53 2.53 1.9 1.78 1.69 1.6 1.53 1.48 1.49 1.58 1.77 2.27 1.93 1.82 1.73 1.73 1.64 1.56 1.51 1.5 1.58 1.73 2.1 1.96 1.85 1.77 1.77 1.69 1.69 1.6 1.55 1.52 1.56 1.68 1.99
Γmin 1.45Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 2 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:53:30Copyright (c) TERRASOL
Topsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D16
Soil noImposed 1
Imposed 2
γ 18.15 20.99Γs1 1 1c 0 0Γc 1 1φ 34.8 26.7Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.54 1.54 1.4 1.31 1.3 1.3 1.28 1.29 1.29 1.4 1.65 2.43 2.43 3.21 1.52 1.39 1.31 1.31 1.27 1.26 1.3 1.4 1.58 2.21 2.93 1.52 1.4 1.32 1.32 1.27 1.28 1.31 1.37 1.37 1.58 2.05 2.68 1.49 1.4 1.34 1.29 1.27 1.29 1.38 1.38 1.51 1.92 1.92 2.5 1.51 1.42 1.37 1.31 1.29 1.31 1.39 1.5 1.8 2.35 2.35 1.53 1.45 1.39 1.35 1.31 1.32 1.36 1.49 1.49 1.72 2.19 1.56 1.47 1.42 1.38 1.35 1.34 1.38 1.49 1.67 2.09 1.58 1.58 1.49 1.43 1.38 1.36 1.36 1.39 1.39 1.39 1.45 1.64 1.99 1.61 1.61 1.52 1.46 1.42 1.39 1.39 1.41 1.41 1.41 1.48 1.48 1.48 1.62 1.91 1.91 1.64 1.64 1.64 1.55 1.49 1.45 1.42 1.42 1.43 1.43 1.46 1.58 1.58 1.84
Γmin 1.26Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 2 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 02:02:02Copyright (c) TERRASOL
Topsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D17
Soil noImposed 1
Imposed 2
γ 18.15 20.99Γs1 1 1c 0 0Γc 1 1φ 34.8 26.7Γφ 1 1ru 0 .5Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.42 1.32 1.23 1.16 1.14 1.15 1.26 1.72 2.59 3.3 1.35 1.26 1.26 1.19 1.19 1.15 1.15 1.15 1.25 1.62 2.3 3 3 1.33 1.24 1.24 1.16 1.16 1.16 1.16 1.16 1.29 1.53 2.1 2.1 2.71 1.32 1.32 1.24 1.17 1.14 1.13 1.18 1.18 1.29 1.47 1.94 2.49 1.33 1.33 1.26 1.26 1.26 1.26 1.19 1.15 1.16 1.2 1.2 1.25 1.45 1.82 2.29 1.31 1.23 1.18 1.16 1.16 1.18 1.26 1.42 1.72 2.16 1.33 1.25 1.21 1.18 1.18 1.21 1.21 1.27 1.42 1.42 1.66 2.03 1.34 1.28 1.28 1.23 1.21 1.21 1.22 1.25 1.38 1.58 1.92 1.36 1.3 1.3 1.26 1.26 1.24 1.23 1.25 1.25 1.29 1.37 1.55 1.84 1.39 1.33 1.33 1.29 1.29 1.29 1.25 1.24 1.24 1.27 1.35 1.35 1.53 1.79
Γmin 1.13Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 2 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 02:05:11Copyright (c) TERRASOL
Topsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D18
Soil noImposed 1
Imposed 2
γ 18.15 20.99Γs1 1 1c 0 0Γc 1 1φ 34.8 26.7Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.14 2.14 1.95 1.81 1.7 1.63 1.61 1.73 2.11 2.24 2.09 2.09 1.9 1.77 1.77 1.67 1.6 1.6 1.7 1.98 2.14 2.01 2.08 1.89 1.74 1.65 1.6 1.6 1.66 1.91 2.06 1.96 2.09 2.09 1.9 1.75 1.64 1.58 1.58 1.65 1.83 2 2 1.9 2.1 1.92 1.76 1.65 1.59 1.58 1.64 1.78 1.96 1.96 1.96 1.86 2.13 2.13 1.95 1.79 1.66 1.58 1.57 1.61 1.74 1.93 1.93 1.93 1.84 1.84 1.84 2.16 1.98 1.83 1.69 1.61 1.57 1.61 1.72 1.9 1.9 1.9 1.81 2.19 2.02 1.86 1.73 1.64 1.59 1.59 1.68 1.88 1.88 1.88 1.88 1.88 1.8 1.8 1.8 2.23 2.05 1.9 1.77 1.68 1.61 1.6 1.67 1.82 1.79 1.79 1.79 1.79 2.27 2.27 2.09 1.94 1.81 1.71 1.65 1.62 1.65 1.78 1.78
Γmin 1.57Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 2 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 02:10:57Copyright (c) TERRASOL
Topsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D19
Soil noImposed 1
Imposed 2
γ 18.15 20.99Γs1 1 1c 0 0Γc 1 1φ 34.8 26.7Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.87 1.71 1.58 1.53 1.53 1.48 1.45 1.57 1.88 1.79 1.66 1.84 1.68 1.55 1.49 1.45 1.46 1.55 1.78 1.72 1.61 1.83 1.68 1.55 1.48 1.46 1.47 1.52 1.74 1.74 1.66 1.66 1.57 1.84 1.69 1.56 1.49 1.45 1.45 1.51 1.67 1.61 1.53 1.85 1.71 1.59 1.51 1.47 1.46 1.52 1.64 1.58 1.5 1.87 1.74 1.62 1.53 1.46 1.45 1.5 1.62 1.56 1.48 1.9 1.77 1.66 1.56 1.49 1.46 1.51 1.61 1.54 1.46 1.9 1.78 1.69 1.6 1.53 1.48 1.49 1.58 1.53 1.45 1.93 1.82 1.73 1.73 1.64 1.56 1.51 1.5 1.58 1.53 1.45 1.96 1.85 1.77 1.77 1.69 1.69 1.6 1.55 1.52 1.55 1.53 1.46 1.46 1.46
Γmin 1.45Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 2 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 02:11:59Copyright (c) TERRASOL
Topsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D20
Soil noImposed 1
Imposed 2
γ 18.15 20.99Γs1 1 1c 0 0Γc 1 1φ 34.8 26.7Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.75Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 2 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:44:42Copyright (c) TERRASOL
Topsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D21
Soil noImposed 1
Imposed 2
γ 18.15 20.99Γs1 1 1c 0 0Γc 1 1φ 34.8 26.7Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.59Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 2 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:45:26Copyright (c) TERRASOL
Topsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D22
Soil noImposed 1
Imposed 2
γ 18.15 20.99Γs1 1 1c 0 0Γc 1 1φ 34.8 26.7Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.44Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 2 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:45:59Copyright (c) TERRASOL
Topsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D23
Soil noImposed 1
Imposed 2
γ 18.15 20.41Γs1 1 1c 0 0Γc 1 1φ 34.8 23.4Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.18 2.02 2.02 1.84 1.68 1.56 1.51 1.66 2.35 4.14 5.46 5.46 2.03 1.87 1.87 1.74 1.74 1.61 1.53 1.5 1.61 2.1 3.6 4.87 1.95 1.79 1.65 1.58 1.52 1.5 1.61 1.94 3.17 4.37 1.92 1.75 1.61 1.55 1.55 1.5 1.5 1.59 1.83 2.82 3.95 1.9 1.75 1.61 1.54 1.5 1.5 1.55 1.78 2.47 3.59 1.91 1.76 1.62 1.55 1.55 1.48 1.49 1.55 1.71 2.21 3.29 1.93 1.78 1.65 1.56 1.51 1.5 1.55 1.67 2.05 3.05 1.95 1.8 1.68 1.57 1.5 1.48 1.53 1.65 1.93 2.82 2.82 1.97 1.83 1.71 1.6 1.53 1.49 1.53 1.63 1.85 2.58 1.99 1.87 1.87 1.75 1.64 1.56 1.51 1.52 1.6 1.8 2.31
Γmin 1.48Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 4 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 02:55:47Copyright (c) TERRASOL
Topsoil
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D24
Soil noImposed 1
Imposed 2
γ 18.15 20.41Γs1 1 1c 0 0Γc 1 1φ 34.8 23.4Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.91 1.91 1.7 1.52 1.52 1.38 1.58 2.98 4.65 5.72 6.92 8.5 1.69 1.56 1.42 1.35 1.52 2.42 3.96 3.96 4.98 6.03 7.38 1.58 1.45 1.39 1.34 1.47 2.05 3.38 4.4 4.4 5.32 6.36 1.49 1.41 1.38 1.38 1.35 1.44 1.87 2.98 2.98 3.95 4.75 5.69 1.44 1.44 1.4 1.38 1.36 1.46 1.74 2.66 3.57 4.28 5.11 1.41 1.36 1.35 1.37 1.46 1.65 2.41 3.25 3.25 3.95 4.67 1.42 1.36 1.36 1.39 1.43 1.64 2.2 2.96 3.64 4.31 1.44 1.37 1.35 1.37 1.44 1.57 2.01 2.74 3.38 3.97 1.47 1.4 1.37 1.39 1.45 1.55 1.88 2.57 3.16 3.7 1.5 1.43 1.39 1.39 1.39 1.43 1.54 1.79 2.38 2.97 3.49 Γmin 1.34
Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 4 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 02:57:56Copyright (c) TERRASOL
Topsoil
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D25
Soil noImposed 1
Imposed 2
γ 18.15 20.41Γs1 1 1c 0 0Γc 1 1φ 34.8 23.4Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.45 1.45 1.34 1.26 1.17 1.16 1.3 1.97 3.02 3.77 4.55 1.34 1.26 1.18 1.16 1.17 1.27 1.73 2.61 3.33 4.02 1.28 1.28 1.22 1.22 1.17 1.16 1.16 1.27 1.63 2.32 3.02 3.61 1.26 1.18 1.17 1.18 1.18 1.18 1.3 1.53 2.12 2.12 2.74 3.25 1.26 1.19 1.15 1.15 1.19 1.3 1.48 1.96 2.51 3.03 3.03 1.28 1.28 1.28 1.21 1.17 1.17 1.17 1.21 1.26 1.46 1.83 2.31 2.79 1.25 1.2 1.18 1.18 1.18 1.19 1.27 1.43 1.73 2.18 2.18 2.61 1.28 1.23 1.2 1.2 1.2 1.22 1.29 1.29 1.43 1.43 1.68 1.68 2.05 2.47 2.47 2.47 1.3 1.3 1.26 1.26 1.23 1.23 1.23 1.24 1.27 1.39 1.6 1.94 2.32 1.33 1.33 1.28 1.26 1.25 1.26 1.3 1.38 1.56 1.86 1.86 1.86 2.19
Γmin 1.15Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 4 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 02:59:45Copyright (c) TERRASOL
Topsoil
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D26
Soil noImposed 1
Imposed 2
γ 18.15 20.41Γs1 1 1c 0 0Γc 1 1φ 34.8 23.4Γφ 1 1ru 0 .5Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.24 1.15 1.09 1.03 1.03 1.19 1.19 1.71 2.55 2.55 3.16 3.81 1.15 1.08 1.03 1.03 1.03 1.08 1.08 1.17 1.52 2.22 2.8 2.8 3.36 1.1 1.06 1.06 1.03 1.03 1.04 1.18 1.18 1.46 1.98 2.56 2.56 2.56 2.56 3.03 1.1 1.05 1.04 1.05 1.06 1.17 1.4 1.83 2.31 2.73 1.1 1.06 1.03 1.02 1.07 1.17 1.36 1.71 2.13 2.56 2.56 1.11 1.08 1.08 1.05 1.05 1.09 1.15 1.34 1.63 1.97 2.35 1.1 1.06 1.04 1.05 1.08 1.17 1.29 1.52 1.88 1.88 2.22 1.13 1.09 1.07 1.07 1.1 1.16 1.16 1.28 1.49 1.77 2.1 1.13 1.1 1.09 1.09 1.11 1.17 1.27 1.44 1.7 1.98 1.16 1.13 1.12 1.12 1.12 1.12 1.14 1.14 1.18 1.26 1.26 1.4 1.62 1.89
Γmin 1.02Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 4 Foundation 1v in 2h Outer Slopes File : Topsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 03:02:15Copyright (c) TERRASOL
Topsoil
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D27
Soil noImposed 1
Imposed 2
γ 18.15 20.41Γs1 1 1c 0 0Γc 1 1φ 34.8 23.4Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.02 2.02 1.84 1.68 1.56 1.51 1.66 2.32 2.17 1.98 1.81 1.87 1.87 1.74 1.74 1.61 1.53 1.5 1.61 2.1 2.03 1.88 1.74 1.79 1.65 1.58 1.52 1.5 1.61 1.94 1.92 1.79 1.68 1.75 1.61 1.55 1.55 1.5 1.5 1.59 1.83 1.84 1.73 1.63 1.75 1.61 1.54 1.5 1.5 1.55 1.78 1.78 1.78 1.69 1.59 1.76 1.62 1.55 1.55 1.48 1.49 1.55 1.71 1.73 1.73 1.64 1.56 1.78 1.65 1.56 1.51 1.5 1.55 1.67 1.69 1.61 1.53 1.53 1.8 1.68 1.57 1.5 1.48 1.53 1.65 1.67 1.67 1.59 1.51 1.51 1.83 1.71 1.6 1.53 1.49 1.53 1.63 1.65 1.65 1.57 1.5 1.5 1.87 1.87 1.75 1.64 1.56 1.51 1.52 1.6 1.64 1.64 1.56 1.56 1.49
Γmin 1.48Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 4 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 03:19:06Copyright (c) TERRASOL
Topsoil
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D28
Soil noImposed 1
Imposed 2
γ 18.15 20.41Γs1 1 1c 0 0Γc 1 1φ 34.8 23.4Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.63Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 4 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:47:50Copyright (c) TERRASOL
Topsoil
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D29
Soil noImposed 1
Imposed 2
γ 18.15 20.41Γs1 1 1c 0 0Γc 1 1φ 34.8 23.4Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.5Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 4 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:48:31Copyright (c) TERRASOL
Topsoil
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D30
Soil noImposed 1
Imposed 2
γ 18.15 20.41Γs1 1 1c 0 0Γc 1 1φ 34.8 23.4Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.37Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine6m High Topsoil Mound Unit 4 Foundation 1v in 2h Outer Slopes File : Topsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:49:16Copyright (c) TERRASOL
Topsoil
Unit 4
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DAB GEOTECHNICS LTD. D31
Soil no 1 2γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1Units : kN meters and degreesCalculation method : Bishop
1.28 1.28 1.28 1.28 1.28 1.16 1.17 1.18 1.19 1.2 1.28 1.28 1.28 1.16 1.17 1.18 1.19 1.2 1.2 1.21 1.28 1.16 1.17 1.18 1.19 1.2 1.2 1.21 1.21 1.22 1.17 1.18 1.19 1.2 1.2 1.21 1.21 1.22 1.15 1.16 1.19 1.2 1.2 1.21 1.21 1.22 1.15 1.16 1.17 1.17 1.2 1.21 1.21 1.22 1.15 1.16 1.17 1.17 1.18 1.18 1.21 1.22 1.15 1.16 1.17 1.17 1.18 1.18 1.19 1.19 1.15 1.16 1.17 1.17 1.18 1.18 1.19 1.19 1.19 1.2 1.17 1.17 1.18 1.18 1.19 1.19 1.19 1.2 1.16 1.16 1.18 1.18 1.19 1.19 1.19 1.2 1.16 1.16 1.17 1.17
Γmin 1.15Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 1 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:04:36Copyright (c) TERRASOL
Subsoil
Unit 1
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DAB GEOTECHNICS LTD. D32
Soil no 1 2γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1Units : kN meters and degreesCalculation method : Bishop
Γmin 1.19Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 1 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:07:17Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D33
Soil no 1 2γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1Units : kN meters and degreesCalculation method : Bishop
Γmin 1.23Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 1 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:08:10Copyright (c) TERRASOL
Subsoil
Unit 1
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DAB GEOTECHNICS LTD. D34
Soil no 1 2γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1Units : kN meters and degreesCalculation method : Bishop
Γmin 1.34Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 1 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:08:58Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D35
Soil noImposed 1
Imposed 2
γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.57 1.5 1.45 1.41 1.4 1.41 1.43 1.48 1.6 1.87 1.58 1.51 1.45 1.41 1.4 1.4 1.42 1.46 1.56 1.78 1.6 1.53 1.47 1.42 1.39 1.39 1.41 1.45 1.53 1.71
Γmin 1.39Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 1 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:11:18Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D36
Soil noImposed 1
Imposed 2
γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.46 1.4 1.35 1.33 1.32 1.33 1.35 1.41 1.51 1.74 1.47 1.41 1.36 1.33 1.32 1.32 1.35 1.39 1.48 1.66 1.49 1.43 1.38 1.34 1.32 1.32 1.34 1.38 1.46 1.6
Γmin 1.32Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 1 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:12:14Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D37
Soil noImposed 1
Imposed 2
γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.27 1.24 1.24 1.24 1.24 1.23 1.23 1.23 1.26 1.34 1.51 2.09 2.09 2.66 1.25 1.25 1.25 1.23 1.22 1.22 1.25 1.31 1.47 1.88 2.51 1.25 1.25 1.24 1.24 1.22 1.23 1.24 1.26 1.31 1.44 1.74 2.37 2.37 1.25 1.25 1.23 1.23 1.23 1.23 1.22 1.23 1.25 1.29 1.4 1.65 2.25 2.25 1.26 1.26 1.23 1.22 1.22 1.25 1.25 1.26 1.3 1.39 1.56 2.12 1.27 1.27 1.23 1.22 1.23 1.23 1.24 1.24 1.25 1.28 1.36 1.52 1.93 1.28 1.24 1.22 1.22 1.23 1.23 1.26 1.29 1.35 1.48 1.78 1.3 1.3 1.3 1.26 1.23 1.23 1.23 1.26 1.28 1.33 1.44 1.68 1.31 1.27 1.25 1.23 1.24 1.24 1.25 1.27 1.33 1.42 1.6 1.33 1.29 1.26 1.24 1.24 1.24 1.24 1.28 1.32 1.39 1.55
Γmin 1.22Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 1 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:14:01Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D38
Soil noImposed 1
Imposed 2
γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1ru 0 .5Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.15 1.15 1.15 1.12 1.14 1.14 1.14 1.14 1.15 1.2 1.2 1.28 1.43 1.86 2.29 1.13 1.14 1.12 1.13 1.13 1.14 1.19 1.25 1.4 1.76 1.76 2.16 1.14 1.13 1.11 1.15 1.15 1.16 1.2 1.2 1.26 1.38 1.64 2.05 1.14 1.12 1.13 1.14 1.14 1.15 1.15 1.19 1.24 1.34 1.56 1.98 1.98 1.98 1.15 1.13 1.13 1.13 1.13 1.17 1.17 1.2 1.25 1.25 1.33 1.49 1.87 1.17 1.14 1.13 1.15 1.15 1.16 1.16 1.18 1.24 1.31 1.45 1.79 1.18 1.16 1.16 1.14 1.15 1.15 1.15 1.2 1.25 1.25 1.31 1.43 1.69 1.18 1.16 1.15 1.15 1.15 1.15 1.17 1.17 1.17 1.19 1.23 1.29 1.39 1.6 1.19 1.17 1.16 1.16 1.16 1.16 1.17 1.17 1.18 1.23 1.29 1.38 1.53 1.21 1.19 1.17 1.17 1.17 1.17 1.2 1.2 1.2 1.23 1.28 1.35 1.49
Γmin 1.11Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 1 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:14:55Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D39
Soil noImposed 1
Imposed 2
γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
Γmin 1.3Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 1 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:35:56Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D40
Soil noImposed 1
Imposed 2
γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.37Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 1 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:50:32Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D41
Soil noImposed 1
Imposed 2
γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.32Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 1 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:51:53Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D42
Soil noImposed 1
Imposed 2
γ 19.62 20.6Γs1 1 1c 0 0Γc 1 1φ 30 31.1Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.28Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 1 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:52:33Copyright (c) TERRASOL
Subsoil
Unit 1
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D43
Soil noImposed 1
Imposed 2
γ 19.62 20.99Γs1 1 1c 0 0Γc 1 1φ 30 26.7Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.48 1.42 1.37 1.34 1.34 1.35 1.37 1.42 1.53 1.77 1.49 1.43 1.38 1.35 1.34 1.34 1.36 1.41 1.5 1.69 1.51 1.45 1.4 1.36 1.34 1.34 1.36 1.39 1.47 1.63
Γmin 1.34Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 2 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:18:37Copyright (c) TERRASOL
Subsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D44
Soil noImposed 1
Imposed 2
γ 19.62 20.99Γs1 1 1c 0 0Γc 1 1φ 30 26.7Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.32 1.3 1.29 1.29 1.28 1.28 1.3 1.35 1.49 1.82 2.6 2.6 1.32 1.29 1.28 1.27 1.27 1.29 1.34 1.45 1.71 2.44 1.32 1.29 1.28 1.27 1.28 1.29 1.33 1.43 1.62 2.28 2.28 1.33 1.3 1.3 1.28 1.28 1.26 1.27 1.28 1.32 1.4 1.57 2.02 1.34 1.3 1.28 1.28 1.27 1.27 1.29 1.32 1.39 1.52 1.86 1.36 1.32 1.32 1.28 1.27 1.26 1.29 1.31 1.37 1.48 1.74 1.37 1.33 1.33 1.29 1.27 1.27 1.28 1.3 1.36 1.46 1.65 1.39 1.35 1.35 1.31 1.31 1.28 1.27 1.27 1.31 1.35 1.43 1.59 1.41 1.36 1.36 1.32 1.29 1.27 1.28 1.3 1.33 1.41 1.54
Γmin 1.26Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 2 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:21:03Copyright (c) TERRASOL
Subsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D45
Soil noImposed 1
Imposed 2
γ 19.62 20.99Γs1 1 1c 0 0Γc 1 1φ 30 26.7Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.43 1.35 1.27 1.27 1.21 1.18 1.16 1.16 1.13 1.22 1.45 2.21 1.36 1.3 1.24 1.18 1.14 1.13 1.15 1.22 1.38 2.01 1.3 1.25 1.2 1.2 1.18 1.15 1.14 1.16 1.19 1.37 1.83 1.26 1.22 1.2 1.2 1.2 1.15 1.13 1.12 1.15 1.15 1.2 1.31 1.67 1.23 1.21 1.21 1.17 1.17 1.13 1.15 1.15 1.14 1.16 1.21 1.29 1.56 1.22 1.22 1.19 1.19 1.19 1.15 1.15 1.13 1.13 1.13 1.15 1.19 1.29 1.49 1.21 1.17 1.16 1.16 1.13 1.15 1.15 1.14 1.16 1.2 1.28 1.44 1.22 1.22 1.22 1.22 1.17 1.14 1.15 1.13 1.13 1.15 1.19 1.26 1.41 1.22 1.22 1.22 1.22 1.17 1.14 1.14 1.12 1.15 1.17 1.2 1.26 1.38 1.23 1.23 1.23 1.23 1.18 1.15 1.13 1.14 1.14 1.16 1.16 1.2 1.25 1.35
Γmin 1.12Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 2 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:22:46Copyright (c) TERRASOL
Subsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D46
Soil noImposed 1
Imposed 2
γ 19.62 20.99Γs1 1 1c 0 0Γc 1 1φ 30 26.7Γφ 1 1ru 0 .5Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.22 1.17 1.11 1.09 1.09 1.09 1.05 1.04 1.04 1.14 1.33 1.92 1.18 1.18 1.12 1.09 1.09 1.05 1.02 1.02 1.05 1.14 1.28 1.76 1.14 1.09 1.06 1.06 1.06 1.06 1.04 1.04 1.04 1.07 1.11 1.29 1.29 1.64 1.64 1.11 1.07 1.06 1.04 1.04 1.02 1.02 1.05 1.12 1.23 1.54 1.08 1.06 1.04 1.02 1.02 1.04 1.04 1.07 1.07 1.13 1.23 1.47 1.47 1.08 1.08 1.05 1.02 1.03 1.02 1.02 1.05 1.1 1.21 1.41 1.08 1.08 1.05 1.03 1.02 1.02 1.05 1.05 1.05 1.05 1.07 1.12 1.12 1.21 1.37 1.07 1.04 1.03 1.03 1.03 1.04 1.04 1.07 1.14 1.14 1.14 1.18 1.33 1.08 1.05 1.04 1.04 1.04 1.04 1.04 1.04 1.02 1.02 1.06 1.06 1.06 1.08 1.12 1.12 1.19 1.19 1.32 1.32 1.09 1.06 1.05 1.05 1.05 1.04 1.04 1.04 1.04 1.05 1.05 1.05 1.05 1.05 1.05 1.06 1.14 1.14 1.2 1.2 1.28
Γmin 1.02Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 2 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:23:31Copyright (c) TERRASOL
Subsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D47
Soil noImposed 1
Imposed 2
γ 19.62 20.99Γs1 1 1c 0 0Γc 1 1φ 30 26.7Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.33Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 2 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:54:57Copyright (c) TERRASOL
Subsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D48
Soil noImposed 1
Imposed 2
γ 19.62 20.99Γs1 1 1c 0 0Γc 1 1φ 30 26.7Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.3Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 2 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:56:13Copyright (c) TERRASOL
Subsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D49
Soil noImposed 1
Imposed 2
γ 19.62 20.99Γs1 1 1c 0 0Γc 1 1φ 30 26.7Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.26Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 2 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:56:57Copyright (c) TERRASOL
Subsoil
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D50
Soil noImposed 1
Imposed 2
γ 19.62 20.41Γs1 1 1c 0 0Γc 1 1φ 30 23.4Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.48 1.43 1.43 1.43 1.38 1.35 1.32 1.3 1.3 1.32 1.39 1.55 1.47 1.42 1.37 1.35 1.35 1.32 1.31 1.3 1.32 1.38 1.51 1.48 1.41 1.36 1.34 1.34 1.31 1.3 1.29 1.31 1.36 1.47 1.49 1.49 1.42 1.36 1.33 1.33 1.31 1.29 1.3 1.31 1.35 1.44 1.5 1.5 1.43 1.37 1.33 1.31 1.29 1.3 1.31 1.34 1.42 1.51 1.51 1.44 1.38 1.33 1.3 1.3 1.29 1.31 1.34 1.4 1.53 1.53 1.45 1.4 1.4 1.34 1.31 1.29 1.29 1.3 1.33 1.38 1.54 1.47 1.41 1.41 1.36 1.32 1.29 1.29 1.3 1.32 1.38 1.56 1.56 1.49 1.49 1.43 1.43 1.37 1.33 1.3 1.29 1.29 1.32 1.36 1.58 1.58 1.51 1.51 1.45 1.45 1.39 1.34 1.31 1.29 1.3 1.31 1.35
Γmin 1.29Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 4 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:26:29Copyright (c) TERRASOL
Subsoil
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D51
Soil noImposed 1
Imposed 2
γ 19.62 20.41Γs1 1 1c 0 0Γc 1 1φ 30 23.4Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.31 1.26 1.23 1.23 1.23 1.21 1.2 1.21 1.23 1.3 1.45 1.31 1.26 1.23 1.23 1.22 1.22 1.2 1.22 1.23 1.23 1.25 1.3 1.42 1.32 1.27 1.23 1.23 1.21 1.21 1.21 1.21 1.22 1.22 1.24 1.28 1.38 1.33 1.28 1.28 1.24 1.24 1.21 1.21 1.21 1.2 1.23 1.25 1.29 1.37 1.34 1.29 1.29 1.25 1.25 1.22 1.2 1.21 1.22 1.24 1.27 1.34 1.36 1.3 1.26 1.26 1.23 1.21 1.21 1.22 1.25 1.28 1.34 1.36 1.31 1.28 1.28 1.28 1.24 1.22 1.21 1.22 1.25 1.25 1.27 1.32 1.37 1.33 1.29 1.29 1.26 1.23 1.22 1.22 1.24 1.24 1.26 1.32 1.39 1.35 1.31 1.31 1.31 1.27 1.25 1.23 1.23 1.23 1.24 1.27 1.31 1.41 1.41 1.36 1.33 1.33 1.33 1.29 1.26 1.24 1.24 1.24 1.25 1.25 1.26 1.3
Γmin 1.2Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 4 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:28:05Copyright (c) TERRASOL
Subsoil
Unit 4
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DAB GEOTECHNICS LTD. D52
Soil noImposed 1
Imposed 2
γ 19.62 20.41Γs1 1 1c 0 0Γc 1 1φ 30 23.4Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.09 1.06 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.08 1.15 1.15 1.15 1.19 1.34 1.1 1.07 1.06 1.06 1.06 1.06 1.05 1.05 1.05 1.05 1.04 1.04 1.07 1.09 1.13 1.13 1.2 1.2 1.33 1.33 1.33 1.11 1.08 1.07 1.07 1.07 1.07 1.05 1.06 1.06 1.06 1.08 1.15 1.15 1.2 1.29 1.12 1.09 1.08 1.08 1.08 1.08 1.06 1.06 1.05 1.1 1.1 1.13 1.19 1.19 1.28 1.13 1.1 1.09 1.09 1.08 1.08 1.08 1.08 1.07 1.08 1.09 1.09 1.12 1.12 1.2 1.27 1.14 1.12 1.1 1.09 1.09 1.09 1.08 1.08 1.08 1.14 1.14 1.14 1.18 1.26 1.26 1.16 1.16 1.12 1.09 1.08 1.07 1.07 1.09 1.13 1.13 1.16 1.24 1.17 1.17 1.14 1.11 1.09 1.08 1.08 1.09 1.12 1.18 1.18 1.24 1.19 1.19 1.16 1.16 1.13 1.11 1.1 1.09 1.1 1.12 1.17 1.17 1.22 1.19 1.16 1.14 1.12 1.11 1.11 1.11 1.11 1.11 1.13 1.16 1.23
Γmin 1.04Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 4 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:28:53Copyright (c) TERRASOL
Subsoil
Unit 4
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DAB GEOTECHNICS LTD. D53
Soil noImposed 1
Imposed 2
γ 19.62 20.41Γs1 1 1c 0 0Γc 1 1φ 30 23.4Γφ 1 1ru 0 .5Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.08 1.04 1.04 .99 .99 .97 .95 .95 .95 1.05 1.24 1.67 1.04 1.04 1 .96 .95 .95 .93 .93 .93 .97 .97 1.05 1.2 1.2 1.55 1.01 .97 .95 .95 .94 .95 .98 1.02 1.18 1.46 .99 .99 .95 .95 .94 .93 .93 .95 .98 1.04 1.15 1.38 .98 .98 .96 .96 .94 .92 .94 .96 .96 .98 1.04 1.15 1.15 1.34 .96 .95 .95 .93 .93 .94 .94 .94 .94 .99 1.03 1.13 1.28 .97 .95 .95 .94 .94 .93 .93 .95 .95 .99 .99 1.03 1.03 1.11 1.25 .96 .94 .93 .93 .93 .95 1 1.04 1.11 1.24 .97 .95 .94 .93 .94 .94 .96 1 1 1 1.03 1.09 1.2 .98 .96 .95 .94 .95 .97 .97 .98 1.04 1.11 1.11 1.2 1.2
Γmin .92Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Unit 4 Foundation 1v in 2h Outer Slopes File : Subsoil Gen.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:30:19Copyright (c) TERRASOL
Subsoil
Unit 4
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DAB GEOTECHNICS LTD. D54
Soil noImposed 1
Imposed 2
γ 19.62 20.41Γs1 1 1c 0 0Γc 1 1φ 30 23.4Γφ 1 1Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.3Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 4 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:58:23Copyright (c) TERRASOL
Subsoil
Unit 4
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DAB GEOTECHNICS LTD. D55
Soil noImposed 1
Imposed 2
γ 19.62 20.41Γs1 1 1c 0 0Γc 1 1φ 30 23.4Γφ 1 1ru 0 .2Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.27Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 4 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:59:46Copyright (c) TERRASOL
Subsoil
Unit 4
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DAB GEOTECHNICS LTD. D56
Soil noImposed 1
Imposed 2
γ 19.62 20.41Γs1 1 1c 0 0Γc 1 1φ 30 23.4Γφ 1 1ru 0 .4Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
a
z
Γa-z 1.24Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine10m High Subsoil Mound Unit 4 Foundation1v in 2h Outer Slopes File : Subsoil Exc.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 02:00:22Copyright (c) TERRASOL
Subsoil
Unit 4
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DAB GEOTECHNICS LTD. D57
Soil no 1 2
γ 21.1 20.6
Γs1 1 1
c 0 6
Γc 1 1
φ 27.4 30
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
1.15 1.04 1.05 1.06 1.07 1.08 1.08 1.08 1.09 1.09 1.05 1.06 1.07 1.08 1.08 1.08 1.09 1.09 1.04 1.04 1.07 1.08 1.08 1.08 1.09 1.09 1.04 1.04 1.05 1.05 1.08 1.08 1.09 1.09 1.04 1.04 1.05 1.05 1.06 1.06 1.09 1.09 1.04 1.04 1.05 1.05 1.06 1.06 1.07 1.07 1.04 1.04 1.05 1.05 1.06 1.06 1.07 1.07 1.07 1.08 1.05 1.05 1.06 1.06 1.07 1.07 1.07 1.08 1.04 1.04 1.06 1.06 1.07 1.07 1.07 1.08 1.04 1.04 1.05 1.05 1.07 1.07 1.07 1.08 1.04 1.04 1.05 1.05 1.05 1.06 1.07 1.08 1.04 1.04 1.05 1.05 1.05 1.06 1.06 1.06
Γmin 1.04Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Old Opencast Backfill File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:12:10
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Old Opencast Backfill (Radar South)
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DAB GEOTECHNICS LTD. D58
Soil no 1 2
γ 21.1 20.6
Γs1 1 1
c 0 6
Γc 1 1
φ 27.4 30
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin 1.1Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Old Opencast Backfill File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:14:56
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Old Opencast Backfill (Radar South)
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D59
Soil noImposed 1
Imposed 2
γ 21.1 20.6
Γs1 1 1
c 0 6
Γc 1 1
φ 27.4 30
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.5 1.47 1.45 1.46 1.47 1.53 1.64 1.85 2.29 3.21 1.5 1.46 1.44 1.44 1.46 1.5 1.59 1.77 2.13 3.02 3.02 1.5 1.46 1.43 1.43 1.45 1.48 1.57 1.72 2.03 2.76 1.5 1.46 1.43 1.42 1.43 1.47 1.55 1.66 1.92 2.52 1.51 1.45 1.43 1.41 1.42 1.46 1.51 1.63 1.85 2.31 1.5 1.46 1.43 1.41 1.41 1.43 1.49 1.6 1.77 2.17 1.51 1.46 1.43 1.41 1.41 1.42 1.48 1.56 1.72 2.03 1.52 1.47 1.43 1.42 1.4 1.41 1.45 1.53 1.68 1.94 1.52 1.48 1.44 1.42 1.41 1.41 1.44 1.51 1.62 1.84 1.53 1.49 1.45 1.42 1.41 1.41 1.43 1.48 1.59 1.78
Γmin 1.4Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Old Opencast Backfill File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:10:47
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Old Opencast Backfill (Radar South)
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D60
Soil noImposed 1
Imposed 2
γ 21.1 20.6
Γs1 1 1
c 0 6
Γc 1 1
φ 27.4 30
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.39 1.37 1.36 1.37 1.39 1.45 1.56 1.76 2.19 2.8 2.8 1.39 1.36 1.35 1.35 1.38 1.43 1.52 1.7 2.04 2.68 2.68 1.39 1.36 1.34 1.35 1.37 1.41 1.5 1.65 1.94 2.55 2.55 1.4 1.36 1.34 1.34 1.36 1.4 1.48 1.6 1.84 2.41 1.4 1.37 1.34 1.34 1.35 1.39 1.45 1.57 1.78 2.21 1.41 1.37 1.35 1.34 1.34 1.37 1.43 1.54 1.7 2.08 1.42 1.38 1.35 1.34 1.34 1.36 1.42 1.5 1.66 1.96 1.42 1.39 1.36 1.34 1.34 1.35 1.4 1.48 1.62 1.87 1.43 1.4 1.37 1.35 1.34 1.35 1.38 1.46 1.57 1.78 1.44 1.4 1.38 1.35 1.35 1.35 1.37 1.43 1.54 1.72
Γmin 1.34Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Old Opencast Backfill File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:09:43
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Old Opencast Backfill (Radar South)
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D61
Soil noImposed 1
Imposed 2
γ 21.1 20.6
Γs1 1 1
c 0 6
Γc 1 1
φ 27.4 30
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.28 1.28 1.26 1.26 1.26 1.27 1.31 1.37 1.48 1.68 2.04 2.04 2.33 2.33 1.28 1.26 1.26 1.26 1.27 1.3 1.36 1.45 1.62 1.95 2.25 2.25 2.25 1.28 1.26 1.25 1.26 1.29 1.34 1.43 1.58 1.86 2.17 2.17 1.29 1.29 1.26 1.25 1.26 1.29 1.33 1.41 1.54 1.77 2.1 2.1 1.3 1.3 1.28 1.26 1.26 1.28 1.32 1.39 1.5 1.7 2.04 2.04 1.31 1.31 1.29 1.29 1.26 1.26 1.27 1.31 1.37 1.47 1.64 1.97 1.32 1.32 1.29 1.28 1.26 1.27 1.3 1.36 1.45 1.6 1.88 1.32 1.3 1.28 1.27 1.27 1.29 1.34 1.42 1.56 1.8 1.33 1.31 1.29 1.28 1.28 1.29 1.33 1.4 1.52 1.72 1.34 1.32 1.32 1.3 1.29 1.28 1.29 1.32 1.39 1.49 1.67
Γmin 1.25Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Old Opencast Backfill File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:08:26
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Old Opencast Backfill (Radar South)
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D62
Soil noImposed 1
Imposed 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.34 1.29 1.26 1.24 1.23 1.24 1.26 1.31 1.42 1.7 1.34 1.3 1.26 1.24 1.23 1.23 1.25 1.3 1.39 1.61 1.35 1.3 1.26 1.24 1.22 1.23 1.24 1.28 1.36 1.53 1.36 1.31 1.27 1.24 1.22 1.22 1.24 1.27 1.34 1.48 1.37 1.32 1.28 1.25 1.22 1.22 1.23 1.26 1.32 1.43 1.37 1.33 1.29 1.25 1.23 1.22 1.23 1.25 1.3 1.4 1.38 1.34 1.3 1.26 1.23 1.22 1.22 1.24 1.28 1.37 1.39 1.35 1.31 1.27 1.24 1.22 1.22 1.23 1.27 1.34 1.4 1.36 1.32 1.28 1.25 1.23 1.22 1.23 1.26 1.32 1.41 1.37 1.33 1.29 1.26 1.24 1.22 1.22 1.25 1.3
Γmin 1.22Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 2 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:20:06
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D63
Soil noImposed 1
Imposed 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.24 1.2 1.18 1.16 1.16 1.17 1.19 1.24 1.34 1.58 1.25 1.25 1.21 1.18 1.16 1.16 1.17 1.18 1.23 1.32 1.5 1.26 1.26 1.22 1.19 1.17 1.16 1.16 1.19 1.22 1.29 1.44 1.27 1.27 1.23 1.19 1.17 1.16 1.17 1.18 1.21 1.28 1.39 1.28 1.28 1.24 1.21 1.18 1.16 1.16 1.17 1.21 1.26 1.36 1.29 1.29 1.25 1.22 1.19 1.17 1.16 1.18 1.2 1.24 1.33 1.29 1.26 1.26 1.23 1.19 1.18 1.17 1.17 1.19 1.24 1.31 1.3 1.27 1.24 1.21 1.18 1.17 1.17 1.19 1.22 1.28 1.31 1.28 1.25 1.22 1.19 1.18 1.17 1.19 1.21 1.27 1.32 1.3 1.3 1.26 1.23 1.21 1.19 1.18 1.18 1.21 1.25
Γmin 1.16Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 2 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:20:53
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D64
Soil noImposed 1
Imposed 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.24 1.19 1.19 1.13 1.11 1.08 1.07 1.07 1.07 1.1 1.25 1.69 1.2 1.15 1.13 1.13 1.13 1.09 1.09 1.06 1.05 1.06 1.1 1.2 1.53 1.17 1.15 1.15 1.15 1.1 1.07 1.07 1.07 1.06 1.07 1.11 1.18 1.43 1.15 1.15 1.12 1.12 1.12 1.09 1.07 1.06 1.06 1.05 1.06 1.06 1.09 1.17 1.36 1.14 1.1 1.09 1.09 1.06 1.07 1.07 1.06 1.08 1.08 1.1 1.17 1.31 1.13 1.13 1.09 1.07 1.07 1.06 1.06 1.05 1.06 1.09 1.15 1.28 1.12 1.09 1.09 1.07 1.06 1.05 1.05 1.07 1.08 1.1 1.15 1.26 1.12 1.09 1.07 1.06 1.06 1.06 1.06 1.07 1.09 1.13 1.22 1.14 1.14 1.14 1.14 1.09 1.07 1.06 1.06 1.06 1.06 1.05 1.08 1.11 1.11 1.14 1.21 1.14 1.14 1.14 1.1 1.07 1.06 1.06 1.06 1.06 1.07 1.07 1.08 1.08 1.1 1.1 1.13 1.19
Γmin 1.05Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 2 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:24:03
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D65
Soil noImposed 1
Imposed 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
ru 0 .5
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.08 1.04 1 1 1 .97 .97 .99 1.03 1.03 1.17 1.52 1.52 1.05 1.02 1.02 1 .98 .98 .96 .96 .98 1.03 1.13 1.42 1.42 1.02 1.01 .98 .96 .96 .97 .97 .97 .99 1.04 1.12 1.33 1.01 .99 .97 .97 .97 .97 .96 .96 .96 .96 .98 1.02 1.12 1.12 1.28 1.01 1.01 .98 .97 .96 .96 .98 .98 .98 .98 .98 1 1 1.03 1.12 1.12 1.24 1.01 1.01 .98 .98 .97 .97 .97 .96 .96 .99 1.04 1.09 1.22 1.22 1 1 .97 .97 .97 .97 .97 .97 .97 .96 .96 .98 1 1 1.03 1.03 1.09 1.21 1.21 1 1 .98 .97 .97 .97 .97 .97 .97 .98 .98 .98 .98 .98 .99 1.05 1.05 1.05 1.09 1.17 1.17 1 .99 .99 .97 .97 .97 .97 .97 .97 .97 .97 1.01 1.01 1.03 1.09 1.09 1.17 1.17 1.01 .99 .97 .97 .97 .97 .97 .99 1 1 1.02 1.09 1.15
Γmin .96Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 2 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:23:15
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D66
Soil noImposed 1
Imposed 2
γ 21.1 20.41
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 23.4
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.37 1.37 1.32 1.32 1.27 1.27 1.24 1.21 1.2 1.19 1.2 1.24 1.34 1.36 1.31 1.27 1.23 1.21 1.19 1.19 1.2 1.23 1.32 1.37 1.37 1.31 1.27 1.23 1.2 1.19 1.19 1.19 1.22 1.29 1.37 1.37 1.31 1.27 1.23 1.2 1.19 1.18 1.2 1.22 1.27 1.37 1.32 1.32 1.27 1.23 1.2 1.19 1.18 1.19 1.21 1.26 1.38 1.38 1.33 1.33 1.28 1.24 1.2 1.19 1.18 1.18 1.2 1.25 1.38 1.38 1.33 1.28 1.25 1.21 1.19 1.18 1.18 1.2 1.23 1.39 1.39 1.34 1.34 1.3 1.3 1.26 1.22 1.19 1.18 1.18 1.19 1.22 1.4 1.4 1.35 1.35 1.31 1.31 1.27 1.23 1.2 1.18 1.18 1.19 1.22 1.4 1.36 1.36 1.32 1.32 1.27 1.24 1.21 1.19 1.18 1.19 1.21
Γmin 1.18Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 4 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:35:49
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D67
Soil noImposed 1
Imposed 2
γ 21.1 20.41
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 23.4
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.29 1.29 1.25 1.25 1.2 1.2 1.15 1.14 1.12 1.12 1.15 1.23 1.49 1.26 1.26 1.22 1.22 1.18 1.15 1.13 1.12 1.12 1.11 1.14 1.22 1.41 1.24 1.24 1.19 1.17 1.14 1.13 1.13 1.12 1.12 1.14 1.21 1.36 1.22 1.18 1.16 1.16 1.15 1.15 1.12 1.12 1.12 1.11 1.13 1.19 1.32 1.22 1.17 1.15 1.15 1.14 1.14 1.12 1.13 1.13 1.12 1.14 1.18 1.29 1.22 1.18 1.18 1.14 1.13 1.13 1.13 1.13 1.12 1.12 1.12 1.13 1.17 1.26 1.22 1.18 1.15 1.12 1.12 1.11 1.13 1.14 1.17 1.24 1.23 1.23 1.23 1.19 1.19 1.15 1.12 1.11 1.12 1.12 1.12 1.13 1.16 1.22 1.23 1.19 1.17 1.17 1.17 1.13 1.12 1.12 1.12 1.12 1.14 1.16 1.22 1.23 1.2 1.17 1.17 1.17 1.14 1.12 1.12 1.12 1.12 1.13 1.15 1.2Γmin 1.11
Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 4 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:37:07
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D68
Soil noImposed 1
Imposed 2
γ 21.1 20.41
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 23.4
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.05 1.03 1 .97 .99 .99 .99 1 1.05 1.12 1.34 1.03 1.01 .98 .99 .99 .99 .97 .97 .99 1.03 1.12 1.28 1.03 1.03 1 .99 .98 .98 .99 .99 1.01 1.01 1.04 1.12 1.12 1.25 1.02 .99 .99 .99 .99 .99 .99 .99 .98 .98 .98 1 1.05 1.1 1.1 1.22 1.02 1.02 .99 .98 .98 .98 .97 .97 1 1.01 1.01 1.04 1.1 1.21 1.02 1.02 1 .98 .98 .98 .98 .99 .99 .99 1 1.06 1.06 1.06 1.1 1.18 1.18 1.02 1 .99 .99 .99 .98 .98 .98 .98 1.02 1.05 1.05 1.09 1.17 1.03 1.01 1.01 .99 .99 .99 .99 .99 .99 .99 .99 1 1.01 1.03 1.09 1.15 1.04 1.04 1.02 1 .99 .99 .99 .99 1 1.01 1.01 1.05 1.09 1.09 1.15 1.04 1.02 1.01 1 1 1 1 1 1 1 1.02 1.04 1.07 1.13Γmin .97
Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 4 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:38:02
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D69
Soil noImposed 1
Imposed 2
γ 21.1 20.41
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 23.4
Γφ 1 1
ru 0 .5
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.08 1.03 .99 .99 .94 .94 .92 .9 .9 .9 .89 .98 1.14 1.03 .99 .99 .95 .92 .9 .9 .87 .87 .9 .98 1.1 .99 .96 .93 .93 .9 .9 .9 .89 .89 .89 .89 .92 .92 .95 1.09 .96 .93 .91 .91 .9 .88 .87 .87 .89 .9 .96 1.07 1.07 .95 .92 .91 .91 .89 .89 .87 .88 .89 .91 .96 1.06 .94 .94 .91 .89 .88 .87 .88 .88 .88 .88 .91 .95 1.04 .93 .91 .89 .88 .87 .89 .89 .92 .92 .96 .96 1.03 .93 .93 .93 .91 .91 .88 .88 .88 .88 .89 .89 .93 .93 .97 .97 1.02 .92 .91 .91 .88 .88 .88 .88 .88 .88 .9 .93 .93 .96 .96 1.01 .93 .93 .93 .91 .91 .9 .88 .88 .89 .9 .91 .97 1.03 1.03
Γmin .87Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 4 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 06:39:17
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D70
Soil no 1 2
γ 19.62 20.6
Γs1 1 1
c 19 6
Γc 1 1
φ 36 30
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
2.55 2.5 2.37 2.38 2.38 2.39 2.47 2.57 2.74 2.98 3.35 3.35 2.61 2.45 2.33 2.34 2.34 2.38 2.43 2.53 2.71 2.94 2.94 3.27 2.6 2.42 2.3 2.31 2.35 2.39 2.51 2.66 2.66 2.86 3.16 2.58 2.38 2.31 2.29 2.32 2.39 2.47 2.6 2.83 2.83 3.1 2.54 2.37 2.3 2.27 2.3 2.36 2.44 2.59 2.59 2.77 3.01 2.53 2.48 2.32 2.27 2.28 2.33 2.43 2.55 2.55 2.71 2.95 2.86 2.86 2.47 2.32 2.29 2.28 2.32 2.4 2.51 2.69 2.69 2.9 2.85 2.85 2.47 2.32 2.29 2.27 2.31 2.38 2.5 2.5 2.64 2.85 2.85 2.85 2.47 2.32 2.29 2.3 2.3 2.36 2.47 2.59 2.79 2.85 2.85 2.47 2.41 2.31 2.3 2.3 2.35 2.45 2.59 2.59 2.75
Γmin 2.27Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Old Opencast Backfill File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:48:04
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Old Opencast Backfill (Radar South)
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D71
Soil noImposed 1
Imposed 2
γ 19.62 20.6
Γs1 1 1
c 19 6
Γc 1 1
φ 36 30
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.97 2.97 2.83 2.83 2.69 2.59 2.51 2.43 2.41 2.4 2.44 2.49 2.9 2.9 2.77 2.77 2.67 2.67 2.67 2.55 2.55 2.45 2.39 2.37 2.37 2.38 2.38 2.39 2.47 2.85 2.74 2.74 2.62 2.62 2.51 2.51 2.42 2.36 2.33 2.34 2.34 2.38 2.43 2.81 2.69 2.59 2.59 2.59 2.48 2.48 2.41 2.34 2.3 2.31 2.35 2.39 2.78 2.78 2.78 2.78 2.66 2.55 2.46 2.4 2.4 2.33 2.3 2.29 2.32 2.39 2.74 2.74 2.63 2.53 2.45 2.39 2.39 2.33 2.29 2.27 2.3 2.36 2.71 2.61 2.61 2.51 2.44 2.38 2.33 2.29 2.27 2.28 2.33 2.69 2.69 2.59 2.5 2.43 2.38 2.38 2.33 2.3 2.28 2.28 2.32 2.67 2.67 2.58 2.51 2.43 2.43 2.38 2.38 2.38 2.33 2.3 2.28 2.27 2.31 2.65 2.57 2.51 2.51 2.51 2.43 2.43 2.38 2.38 2.33 2.31 2.29 2.29 2.3 2.3 2.3
Γmin 2.27Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Old Opencast Backfill File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:52:10
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Old Opencast Backfill (Radar South)
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D72
Soil noImposed 1
Imposed 2
γ 19.62 20.6
Γs1 1 1
c 19 6
Γc 1 1
φ 36 30
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.54 2.54 2.43 2.43 2.31 2.23 2.17 2.12 2.12 2.13 2.17 2.23 2.48 2.38 2.38 2.31 2.31 2.21 2.14 2.12 2.12 2.09 2.11 2.14 2.22 2.44 2.36 2.36 2.36 2.28 2.28 2.18 2.12 2.09 2.07 2.08 2.13 2.18 2.41 2.41 2.41 2.33 2.33 2.25 2.25 2.16 2.11 2.08 2.08 2.05 2.06 2.1 2.16 2.38 2.38 2.3 2.3 2.23 2.16 2.12 2.12 2.07 2.05 2.05 2.09 2.15 2.35 2.28 2.22 2.22 2.22 2.15 2.11 2.11 2.07 2.05 2.05 2.08 2.13 2.34 2.34 2.34 2.27 2.27 2.27 2.21 2.21 2.21 2.15 2.11 2.11 2.07 2.05 2.04 2.07 2.12 2.32 2.32 2.32 2.26 2.26 2.26 2.2 2.2 2.14 2.11 2.08 2.07 2.05 2.07 2.07 2.11 2.31 2.31 2.31 2.25 2.25 2.2 2.2 2.14 2.11 2.09 2.07 2.06 2.07 2.11 2.3 2.3 2.3 2.24 2.19 2.15 2.15 2.11 2.09 2.07 2.06 2.08 2.11 2.11
Γmin 2.04Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Old Opencast Backfill File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:53:02
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Old Opencast Backfill (Radar South)
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D73
Soil noImposed 1
Imposed 2
γ 19.62 20.6
Γs1 1 1
c 19 6
Γc 1 1
φ 36 30
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.05 1.97 1.89 1.84 1.84 1.82 1.82 1.82 1.82 1.8 1.8 1.8 1.84 1.84 1.84 1.85 1.9 2.01 1.94 1.9 1.9 1.9 1.82 1.82 1.8 1.8 1.8 1.8 1.78 1.78 1.81 1.82 1.91 1.91 1.98 1.92 1.92 1.88 1.88 1.81 1.81 1.79 1.79 1.79 1.79 1.77 1.77 1.79 1.81 1.88 1.88 1.88 1.95 1.9 1.9 1.87 1.87 1.87 1.8 1.8 1.78 1.78 1.78 1.78 1.77 1.77 1.76 1.78 1.79 1.85 1.93 1.89 1.86 1.86 1.86 1.84 1.84 1.84 1.84 1.84 1.77 1.77 1.76 1.76 1.78 1.81 1.84 1.92 1.88 1.85 1.85 1.85 1.83 1.83 1.83 1.83 1.77 1.77 1.76 1.76 1.76 1.77 1.81 1.83 1.91 1.87 1.84 1.84 1.83 1.83 1.83 1.83 1.83 1.77 1.77 1.76 1.76 1.77 1.77 1.77 1.81 1.81 1.86 1.91 1.86 1.84 1.84 1.82 1.82 1.82 1.82 1.82 1.82 1.82 1.82 1.77 1.77 1.77 1.77 1.77 1.78 1.81 1.81 1.85 1.9 1.86 1.84 1.84 1.82 1.82 1.82 1.82 1.82 1.82 1.82 1.77 1.77 1.77 1.79 1.79 1.81 1.85 1.9 1.86 1.84 1.84 1.82 1.82 1.82 1.82 1.82 1.77 1.77 1.78 1.78 1.78 1.78 1.79 1.82 1.85
Γmin 1.76Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Old Opencast Backfill File : OBM1.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 04:53:52
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Old Opencast Backfill (Radar South)
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D74
Soil noImposed 1
Imposed 2
γ 19.62 20.99
Γs1 1 1
c 19 0
Γc 1 1
φ 36 26.7
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.56 2.44 2.33 2.33 2.22 2.16 2.09 2.07 2.05 2.08 2.08 2.11 2.11 2.51 2.39 2.31 2.21 2.13 2.13 2.07 2.04 2.04 2.04 2.05 2.12 2.12 2.12 2.48 2.48 2.38 2.38 2.28 2.19 2.19 2.1 2.05 2.02 2.02 2.02 2.02 2.05 2.08 2.08 2.44 2.34 2.25 2.16 2.09 2.04 2.01 2.01 2.01 2.01 2.01 2.03 2.03 2.05 2.41 2.32 2.23 2.15 2.09 2.03 2 2 2 2 2.02 2.02 2.02 2.07 2.07 2.39 2.39 2.3 2.3 2.21 2.14 2.09 2.05 2.05 2 1.99 1.99 2.01 2.01 2.01 2.05 2.05 2.36 2.28 2.2 2.14 2.09 2.05 2.05 2 1.99 1.99 1.99 2 2 2.04 2.04 2.04 2.35 2.35 2.27 2.27 2.19 2.13 2.09 2.05 2.04 2.04 2.04 1.99 2 2 2.03 2.03 2.33 2.26 2.2 2.13 2.09 2.06 2.04 2.04 2.04 2 2 2 2.03 2.03 2.03 2.32 2.25 2.2 2.13 2.09 2.06 2.04 2 2.01 2.03 2.03 2.03
Γmin 1.99Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 2 File : OBM1.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 04:57:14
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D75
Soil noImposed 1
Imposed 2
γ 19.62 20.99
Γs1 1 1
c 19 0
Γc 1 1
φ 36 26.7
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.16 2.07 1.96 1.9 1.9 1.84 1.8 1.79 1.79 1.8 1.85 2.12 2.04 1.98 1.98 1.98 1.88 1.88 1.82 1.8 1.77 1.78 1.79 1.85 2.09 2.09 2.02 2.02 2.02 1.96 1.96 1.96 1.86 1.81 1.78 1.76 1.76 1.8 1.8 1.82 2.06 2.06 2 2 2 1.94 1.94 1.94 1.85 1.8 1.78 1.75 1.76 1.78 1.81 2.04 2.04 1.98 1.98 1.93 1.93 1.93 1.88 1.88 1.81 1.78 1.77 1.75 1.77 1.82 1.82 2.02 2.02 1.97 1.97 1.97 1.97 1.92 1.92 1.92 1.87 1.81 1.77 1.77 1.75 1.77 1.81 1.81 2.01 2.01 1.96 1.96 1.96 1.96 1.91 1.87 1.87 1.81 1.78 1.77 1.75 1.77 1.81 2 2 1.95 1.95 1.91 1.91 1.91 1.87 1.87 1.84 1.84 1.79 1.77 1.78 1.77 1.81 1.99 1.95 1.95 1.95 1.95 1.91 1.91 1.91 1.87 1.87 1.84 1.8 1.78 1.78 1.78 1.81 1.99 1.99 1.95 1.95 1.95 1.95 1.91 1.91 1.91 1.88 1.88 1.88 1.88 1.85 1.85 1.8 1.78 1.79 1.8 1.81
Γmin 1.75Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 2 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 04:58:02
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D76
Soil noImposed 1
Imposed 2
γ 19.62 20.99
Γs1 1 1
c 19 0
Γc 1 1
φ 36 26.7
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.71 1.64 1.57 1.52 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.52 1.52 1.51 1.51 1.51 1.51 1.53 1.68 1.62 1.58 1.51 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.5 1.49 1.49 1.56 1.56 1.56 1.56 1.66 1.6 1.57 1.51 1.49 1.49 1.48 1.48 1.48 1.48 1.5 1.5 1.5 1.48 1.53 1.64 1.59 1.56 1.5 1.48 1.48 1.48 1.48 1.48 1.48 1.48 1.5 1.5 1.5 1.5 1.47 1.52 1.52 1.63 1.59 1.55 1.54 1.54 1.48 1.48 1.48 1.48 1.49 1.49 1.49 1.49 1.49 1.5 1.5 1.5 1.5 1.52 1.51 1.62 1.58 1.55 1.53 1.49 1.49 1.48 1.48 1.49 1.49 1.49 1.49 1.49 1.5 1.5 1.5 1.5 1.5 1.52 1.51 1.51 1.61 1.58 1.55 1.55 1.53 1.49 1.48 1.48 1.49 1.49 1.49 1.49 1.5 1.53 1.53 1.53 1.53 1.53 1.53 1.53 1.57 1.57 1.57 1.57 1.57 1.57 1.57 1.63 1.63 1.58 1.55 1.53 1.53 1.53 1.48 1.49 1.49 1.5 1.53 1.53 1.53 1.53 1.53 1.53 1.57 1.57 1.57 1.57 1.57 1.57 1.57 1.62 1.62 1.58 1.55 1.53 1.53 1.53 1.49 1.49 1.51 1.51 1.51 1.53 1.57 1.57 1.57 1.57 1.57 1.57 1.57 1.62 1.62 1.57 1.56 1.54 1.53 1.5 1.5 1.5 1.51 1.53 1.57 1.57 1.57
Γmin 1.47Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 2 File : OBM1.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 04:59:56
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D77
Soil noImposed 1
Imposed 2
γ 19.62 20.99
Γs1 1 1
c 19 0
Γc 1 1
φ 36 26.7
Γφ 1 1
ru 0 .5
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.48 1.41 1.37 1.37 1.32 1.3 1.3 1.3 1.33 1.32 1.32 1.36 1.46 1.39 1.36 1.31 1.3 1.29 1.3 1.32 1.31 1.36 1.44 1.38 1.35 1.33 1.33 1.3 1.29 1.3 1.32 1.32 1.31 1.31 1.35 1.43 1.37 1.35 1.32 1.3 1.29 1.3 1.31 1.31 1.34 1.42 1.39 1.35 1.33 1.3 1.3 1.3 1.32 1.34 1.35 1.35 1.41 1.38 1.34 1.33 1.31 1.3 1.3 1.32 1.34 1.34 1.41 1.38 1.34 1.33 1.32 1.3 1.3 1.32 1.34 1.37 1.42 1.38 1.36 1.33 1.33 1.31 1.32 1.32 1.35 1.37 1.41 1.38 1.36 1.34 1.33 1.33 1.32 1.32 1.35 1.37 1.41 1.38 1.37 1.36 1.34 1.33 1.33 1.34 1.35 1.39
Γmin 1.29Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 2 File : OBM1.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:00:43
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D78
Soil noImposed 1
Imposed 2
γ 19.62 20.41
Γs1 1 1
c 19 0
Γc 1 1
φ 36 23.4
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.28 2.28 2.18 2.07 2.07 1.99 1.93 1.88 1.87 1.86 1.88 1.92 2.23 2.14 2.08 2.08 2.08 1.97 1.91 1.88 1.84 1.85 1.87 1.87 1.92 2.2 2.2 2.12 2.12 2.05 2.05 2.05 1.95 1.9 1.87 1.83 1.84 1.87 1.89 2.17 2.17 2.1 2.1 2.1 2.03 2.03 1.94 1.89 1.86 1.82 1.83 1.85 1.89 1.89 2.15 2.15 2.15 2.08 2.08 2.08 2.02 2.02 2.02 1.96 1.96 1.89 1.85 1.84 1.84 1.82 1.84 1.89 2.13 2.13 2.13 2.07 2.07 2.07 2.07 2.01 2.01 2.01 2.01 1.95 1.89 1.85 1.84 1.84 1.82 1.84 1.88 2.11 2.11 2.05 2 2 2 1.95 1.95 1.89 1.85 1.84 1.84 1.82 1.84 1.87 2.1 2.1 2.05 2.05 2.05 2.05 1.99 1.95 1.95 1.91 1.87 1.85 1.84 1.84 1.87 2.09 2.09 2.04 2.04 2.04 1.99 1.95 1.95 1.91 1.88 1.85 1.85 1.85 1.84 1.87 2.09 2.09 2.09 2.04 2.04 2.04 2.04 1.99 1.99 1.95 1.95 1.92 1.88 1.86 1.86 1.86 1.87 1.87 1.87
Γmin 1.82Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 4 File : OBM1.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 05:02:38
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D79
Soil noImposed 1
Imposed 2
γ 19.62 20.41
Γs1 1 1
c 19 0
Γc 1 1
φ 36 23.4
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.9 1.82 1.74 1.69 1.69 1.66 1.66 1.66 1.63 1.63 1.62 1.64 1.64 1.64 1.66 1.87 1.8 1.8 1.76 1.76 1.76 1.67 1.65 1.65 1.65 1.65 1.62 1.61 1.62 1.62 1.68 1.84 1.78 1.78 1.74 1.74 1.66 1.64 1.64 1.64 1.64 1.61 1.6 1.61 1.61 1.66 1.66 1.82 1.77 1.77 1.73 1.73 1.73 1.65 1.63 1.63 1.63 1.61 1.6 1.61 1.6 1.64 1.8 1.76 1.76 1.72 1.72 1.7 1.7 1.7 1.7 1.7 1.63 1.63 1.63 1.61 1.61 1.61 1.61 1.63 1.64 1.79 1.75 1.72 1.72 1.72 1.69 1.69 1.63 1.63 1.61 1.61 1.61 1.63 1.64 1.78 1.74 1.71 1.71 1.69 1.69 1.69 1.63 1.63 1.62 1.62 1.62 1.62 1.61 1.61 1.63 1.67 1.78 1.74 1.71 1.69 1.69 1.69 1.68 1.68 1.68 1.68 1.68 1.62 1.62 1.62 1.62 1.62 1.63 1.67 1.78 1.74 1.74 1.71 1.71 1.69 1.69 1.69 1.68 1.68 1.68 1.68 1.63 1.63 1.62 1.63 1.64 1.67 1.78 1.73 1.71 1.69 1.69 1.69 1.69 1.69 1.69 1.63 1.63 1.63 1.63 1.63 1.64 1.64 1.65 1.67
Γmin 1.6Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 4 File : OBM1.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:03:31
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D80
Soil noImposed 1
Imposed 2
γ 19.62 20.41
Γs1 1 1
c 19 0
Γc 1 1
φ 36 23.4
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.51 1.44 1.4 1.4 1.35 1.32 1.32 1.33 1.33 1.36 1.36 1.36 1.34 1.38 1.49 1.49 1.42 1.39 1.34 1.33 1.32 1.33 1.33 1.35 1.35 1.34 1.34 1.38 1.47 1.41 1.38 1.35 1.35 1.32 1.31 1.32 1.34 1.33 1.33 1.37 1.46 1.4 1.38 1.35 1.32 1.31 1.32 1.34 1.34 1.33 1.36 1.45 1.41 1.37 1.36 1.32 1.32 1.32 1.34 1.36 1.36 1.44 1.41 1.37 1.36 1.34 1.32 1.32 1.34 1.36 1.36 1.44 1.41 1.37 1.36 1.34 1.33 1.32 1.34 1.36 1.4 1.44 1.41 1.39 1.36 1.36 1.33 1.34 1.34 1.37 1.39 1.44 1.41 1.39 1.36 1.36 1.35 1.34 1.34 1.37 1.39 1.44 1.41 1.39 1.38 1.36 1.36 1.35 1.36 1.37 1.41
Γmin 1.31Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 4 File : OBM1.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:04:13
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D81
Soil noImposed 1
Imposed 2
γ 19.62 20.41
Γs1 1 1
c 19 0
Γc 1 1
φ 36 23.4
Γφ 1 1
ru 0 .5
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.33 1.27 1.23 1.19 1.16 1.15 1.15 1.15 1.18 1.22 1.32 1.26 1.21 1.18 1.18 1.15 1.15 1.15 1.15 1.19 1.21 1.31 1.24 1.21 1.17 1.17 1.14 1.14 1.14 1.17 1.17 1.23 1.23 1.29 1.29 1.23 1.2 1.17 1.17 1.16 1.16 1.14 1.15 1.16 1.18 1.21 1.28 1.28 1.22 1.2 1.16 1.16 1.16 1.14 1.15 1.16 1.17 1.2 1.27 1.27 1.21 1.19 1.18 1.16 1.16 1.14 1.15 1.16 1.19 1.19 1.2 1.26 1.24 1.24 1.19 1.18 1.16 1.16 1.16 1.16 1.18 1.19 1.21 1.26 1.26 1.24 1.24 1.19 1.18 1.18 1.17 1.17 1.16 1.18 1.19 1.21 1.26 1.26 1.23 1.19 1.18 1.18 1.17 1.17 1.16 1.18 1.19 1.22 1.26 1.24 1.24 1.22 1.19 1.19 1.17 1.17 1.18 1.18 1.21 1.22Γmin 1.14
Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM1 Founded on Unit 4 File : OBM1.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:05:28
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D82
Soil no 1 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
1.15 1.15 1.15 1.04 1.05 1.06 1.07 1.08 1.08 1.08 1.15 1.04 1.05 1.06 1.07 1.08 1.08 1.08 1.09 1.09 1.05 1.06 1.07 1.08 1.08 1.08 1.09 1.09 1.04 1.04 1.07 1.08 1.08 1.08 1.09 1.09 1.04 1.04 1.05 1.05 1.08 1.08 1.09 1.09 1.04 1.04 1.05 1.05 1.06 1.06 1.09 1.09 1.04 1.04 1.05 1.05 1.06 1.06 1.07 1.07 1.04 1.04 1.05 1.05 1.06 1.06 1.07 1.07 1.07 1.08 1.05 1.05 1.06 1.06 1.07 1.07 1.07 1.08 1.04 1.04 1.06 1.06 1.07 1.07 1.07 1.08 1.04 1.04 1.05 1.05 1.07 1.07 1.07 1.08 1.04 1.04 1.05 1.05 1.05 1.06
Γmin 1.04Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:38:58
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D83
Soil no 1 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin 1.11Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:43:06
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D84
Soil no 1 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin 1.22Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:43:51
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D85
Soil noImposed 1
Imposed 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.44 1.37 1.32 1.29 1.26 1.26 1.27 1.32 1.45 1.81 1.44 1.37 1.32 1.28 1.26 1.25 1.26 1.31 1.41 1.68 1.45 1.38 1.32 1.27 1.25 1.25 1.25 1.29 1.38 1.59 1.46 1.39 1.32 1.28 1.25 1.24 1.25 1.28 1.35 1.52 1.47 1.4 1.33 1.28 1.25 1.24 1.24 1.27 1.33 1.47 1.49 1.41 1.35 1.29 1.25 1.23 1.24 1.26 1.31 1.42 1.51 1.43 1.36 1.3 1.26 1.23 1.23 1.25 1.3 1.39 1.52 1.44 1.38 1.32 1.27 1.24 1.23 1.24 1.28 1.36 1.54 1.46 1.39 1.33 1.29 1.25 1.23 1.24 1.27 1.34 1.56 1.48 1.41 1.35 1.3 1.26 1.24 1.23 1.26 1.32
Γmin 1.23Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:37:56
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D86
Soil noImposed 1
Imposed 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.32 1.32 1.27 1.27 1.21 1.21 1.19 1.18 1.17 1.19 1.24 1.35 1.65 1.32 1.27 1.27 1.22 1.22 1.18 1.17 1.17 1.18 1.22 1.32 1.56 1.34 1.34 1.34 1.28 1.28 1.22 1.18 1.17 1.17 1.18 1.22 1.3 1.47 1.35 1.35 1.29 1.29 1.23 1.18 1.16 1.17 1.17 1.2 1.27 1.42 1.36 1.36 1.29 1.25 1.25 1.19 1.17 1.16 1.18 1.2 1.26 1.38 1.37 1.31 1.31 1.26 1.26 1.21 1.17 1.16 1.17 1.19 1.24 1.34 1.39 1.32 1.28 1.28 1.22 1.18 1.16 1.17 1.18 1.23 1.32 1.41 1.41 1.34 1.34 1.29 1.29 1.23 1.2 1.17 1.17 1.19 1.22 1.29 1.43 1.43 1.43 1.36 1.31 1.31 1.25 1.21 1.18 1.17 1.18 1.21 1.28 1.44 1.39 1.39 1.33 1.33 1.27 1.23 1.2 1.18 1.18 1.21 1.26
Γmin 1.16Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:37:10
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D87
Soil noImposed 1
Imposed 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.29 1.21 1.21 1.14 1.11 1.08 1.08 1.05 1.13 1.33 2.06 2.77 1.23 1.18 1.18 1.12 1.12 1.08 1.06 1.06 1.06 1.12 1.27 1.86 2.52 1.19 1.19 1.13 1.11 1.08 1.07 1.07 1.07 1.1 1.25 1.69 2.3 2.3 1.15 1.13 1.13 1.13 1.09 1.09 1.06 1.05 1.06 1.1 1.2 1.53 2.13 1.14 1.14 1.1 1.07 1.07 1.07 1.06 1.07 1.11 1.18 1.43 1.99 1.99 1.13 1.08 1.07 1.06 1.06 1.05 1.06 1.06 1.09 1.17 1.36 1.84 1.12 1.12 1.08 1.06 1.07 1.07 1.06 1.08 1.08 1.1 1.17 1.31 1.75 1.75 1.12 1.08 1.06 1.06 1.06 1.05 1.06 1.09 1.15 1.28 1.61 1.13 1.13 1.09 1.06 1.06 1.05 1.07 1.08 1.1 1.15 1.26 1.5 1.14 1.14 1.1 1.07 1.07 1.05 1.06 1.07 1.09 1.13 1.22 1.43
Γmin 1.05Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:35:10
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D88
Soil noImposed 1
Imposed 2
γ 21.1 20.99
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 26.7
Γφ 1 1
ru 0 .5
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.12 1.05 1.02 .99 .98 .98 .98 1.05 1.22 1.79 1.79 2.35 2.35 1.07 1.03 .99 .97 .97 .96 .98 1.05 1.17 1.63 2.15 2.15 2.15 1.04 1 1 1 .97 .97 .99 1.03 1.03 1.17 1.52 1.52 1.96 1.01 1 .98 .98 .96 .96 .98 1.03 1.13 1.42 1.42 1.84 1 .98 .98 .96 .96 .97 .97 .97 .99 1.04 1.12 1.33 1.73 1.73 1 1 .98 .98 .98 .97 .97 .96 .96 .96 .96 .98 1.02 1.12 1.12 1.28 1.61 1 1 .98 .98 .98 .96 .98 .98 .98 .98 .98 1 1 1.03 1.12 1.12 1.24 1.54 1.01 1.01 1.01 .98 .98 .96 .96 .96 .99 1.04 1.09 1.22 1.22 1.47 1.01 .99 .99 .99 .97 .96 .98 1 1 1.03 1.03 1.09 1.21 1.21 1.41 1.41 1.02 1 1 1 .98 .97 .98 .99 1.05 1.05 1.05 1.09 1.17 1.17 1.36
Γmin .96Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:34:27
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D89
Soil noImposed 1
Imposed 2
γ 21.1 20.41
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 23.4
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.53 1.53 1.44 1.36 1.3 1.25 1.21 1.2 1.19 1.2 1.24 1.53 1.45 1.45 1.37 1.31 1.25 1.21 1.19 1.19 1.2 1.23 1.55 1.55 1.46 1.38 1.32 1.26 1.21 1.19 1.19 1.19 1.22 1.56 1.56 1.48 1.48 1.39 1.33 1.27 1.22 1.19 1.18 1.2 1.22 1.57 1.49 1.49 1.41 1.34 1.29 1.23 1.2 1.18 1.19 1.21 1.59 1.59 1.59 1.5 1.43 1.36 1.3 1.24 1.21 1.18 1.18 1.2 1.6 1.6 1.6 1.52 1.52 1.45 1.45 1.37 1.32 1.26 1.22 1.19 1.18 1.2 1.62 1.62 1.62 1.54 1.54 1.46 1.39 1.33 1.28 1.23 1.2 1.19 1.19 1.63 1.63 1.55 1.48 1.41 1.35 1.29 1.25 1.21 1.19 1.19 1.65 1.65 1.57 1.57 1.5 1.5 1.43 1.37 1.31 1.26 1.23 1.2 1.19
Γmin 1.18Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 4 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:47:04
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D90
Soil noImposed 1
Imposed 2
γ 21.1 20.41
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 23.4
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.45 1.37 1.31 1.24 1.2 1.16 1.13 1.12 1.15 1.31 1.41 1.41 1.41 1.33 1.33 1.27 1.27 1.22 1.22 1.17 1.14 1.12 1.11 1.15 1.26 1.38 1.38 1.38 1.3 1.3 1.25 1.25 1.2 1.2 1.15 1.14 1.12 1.12 1.15 1.23 1.36 1.36 1.28 1.23 1.23 1.23 1.18 1.18 1.15 1.13 1.12 1.12 1.11 1.14 1.22 1.35 1.35 1.28 1.28 1.21 1.17 1.14 1.13 1.13 1.12 1.12 1.14 1.21 1.35 1.35 1.35 1.27 1.21 1.17 1.14 1.12 1.12 1.12 1.11 1.13 1.19 1.35 1.35 1.35 1.27 1.21 1.17 1.13 1.12 1.13 1.13 1.12 1.14 1.18 1.35 1.28 1.22 1.18 1.13 1.11 1.12 1.12 1.12 1.13 1.17 1.36 1.36 1.36 1.29 1.23 1.19 1.14 1.12 1.11 1.13 1.14 1.17 1.37 1.37 1.37 1.3 1.25 1.2 1.15 1.13 1.13 1.12 1.12 1.12 1.13 1.16
Γmin 1.11Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 4 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:48:18
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D91
Soil noImposed 1
Imposed 2
γ 21.1 20.41
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 23.4
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.17 1.11 1.06 1.02 1.01 .99 .98 1 1.04 1.04 1.18 1.13 1.09 1.09 1.03 1.02 1.02 .99 .97 .97 .99 1.05 1.05 1.13 1.12 1.06 1.02 1 1 .97 .99 .99 .99 1 1.05 1.12 1.11 1.05 1.02 1.02 .99 .99 .99 .99 .99 .97 .97 .99 1.03 1.12 1.1 1.06 1.06 1.02 1.02 1.02 .99 .98 .98 .99 .99 1.01 1.01 1.04 1.12 1.12 1.1 1.06 1.03 1.03 1.03 1 1 1 .98 .98 .98 1 1.05 1.1 1.1 1.11 1.07 1.03 1 .98 .98 1 1.01 1.01 1.04 1.1 1.12 1.07 1.04 1.01 .99 .98 .99 1 1.06 1.06 1.06 1.1 1.12 1.08 1.05 1.03 1.03 1.03 1 .99 .99 1.02 1.05 1.05 1.09 1.13 1.09 1.07 1.07 1.04 1.04 1.04 1.02 1.02 1 1 1 1.01 1.03 1.09
Γmin .97Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 4 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:49:03
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D92
Soil noImposed 1
Imposed 2
γ 21.1 20.41
Γs1 1 1
c 0 0
Γc 1 1
φ 27.4 23.4
Γφ 1 1
ru 0 .5
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1 .97 .97 .93 .93 .9 .9 .9 .89 .89 .89 .89 .92 .92 .95 1.09 .99 .95 .9 .9 .88 .87 .87 .89 .9 .96 1.07 1.07 .98 .98 .93 .9 .88 .87 .88 .89 .91 .96 1.06 .98 .98 .93 .9 .88 .88 .88 .88 .88 .88 .91 .95 1.04 .98 .98 .93 .9 .89 .89 .88 .88 .89 .89 .92 .92 .96 .96 1.03 .98 .98 .94 .91 .89 .88 .89 .89 .89 .89 .93 .93 .97 .97 1.02 .98 .95 .92 .9 .89 .89 .91 .91 .91 .93 .93 .96 .96 1.01 .99 .96 .93 .91 .9 .9 .9 .91 .91 .91 .91 .91 .97 1.03 1.03 1 1 .97 .94 .92 .92 .91 .91 .92 .92 .92 .92 .94 .94 .94 .94 .96 .96 1.01 1.01 1.01 1.01 .98 .95 .95 .93 .93 .93 .93 .92 .92 .94 .94 .95 .95 1.01
Γmin .87Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 4 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:49:45
Copyright (c) TERRASOL
Overburden - Mainly clayfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D93
Soil no 1 2
γ 19.62 20.99
Γs1 1 1
c 20 0
Γc 1 1
φ 36 26.7
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
2.77 2.41 2.21 2.09 2.07 2.1 2.1 2.13 2.13 2.19 2.19 2.35 2.54 2.71 2.39 2.3 2.09 2.06 2.06 2.07 2.13 2.13 2.2 2.2 2.3 2.47 3.25 3.25 2.54 2.29 2.09 2.06 2.06 2.06 2.06 2.1 2.16 2.3 2.44 3.24 3.24 2.58 2.29 2.1 2.06 2.06 2.05 2.09 2.09 2.17 2.17 2.26 2.4 3.24 3.24 2.59 2.27 2.11 2.07 2.07 2.05 2.08 2.08 2.15 2.15 2.15 2.22 2.38 3.26 3.26 2.6 2.29 2.12 2.08 2.06 2.08 2.14 2.14 2.23 2.35 3.27 2.58 2.49 2.23 2.1 2.08 2.08 2.13 2.13 2.22 2.22 2.22 2.31 3.3 3.3 3.3 3.17 3.17 3.17 2.5 2.25 2.12 2.09 2.1 2.13 2.2 2.32 2.32 2.32 3.32 3.32 3.19 3.19 3.19 2.52 2.27 2.14 2.11 2.11 2.14 2.2 2.2 2.3 2.3 3.35 3.35 3.21 2.54 2.29 2.16 2.13 2.13 2.15 2.2 2.2 2.29 2.29 Γmin 2.05
Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:58:06
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D94
Soil noImposed 1
Imposed 2
γ 19.62 20.99
Γs1 1 1
c 20 0
Γc 1 1
φ 36 26.7
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.39 2.27 2.21 2.17 2.2 2.2 2.2 2.22 2.22 2.29 2.45 2.45 2.7 3.13 2.3 2.22 2.15 2.15 2.15 2.14 2.17 2.17 2.29 2.29 2.43 2.65 3.04 2.26 2.17 2.12 2.12 2.1 2.1 2.1 2.1 2.17 2.17 2.17 2.24 2.24 2.36 2.57 2.9 2.23 2.15 2.15 2.09 2.07 2.1 2.1 2.13 2.13 2.19 2.19 2.35 2.54 2.84 2.22 2.14 2.09 2.09 2.09 2.06 2.06 2.07 2.13 2.13 2.2 2.2 2.3 2.47 2.74 2.22 2.14 2.09 2.09 2.09 2.06 2.06 2.06 2.06 2.1 2.16 2.3 2.44 2.7 2.23 2.15 2.15 2.09 2.06 2.06 2.05 2.09 2.09 2.17 2.17 2.26 2.4 2.62 2.23 2.16 2.16 2.11 2.11 2.11 2.07 2.07 2.05 2.08 2.08 2.15 2.15 2.15 2.22 2.38 2.59 2.24 2.18 2.18 2.12 2.12 2.08 2.08 2.06 2.08 2.14 2.14 2.23 2.35 2.53 2.26 2.19 2.14 2.14 2.14 2.1 2.1 2.08 2.08 2.13 2.13 2.22 2.22 2.22 2.31 2.49
Γmin 2.05Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:53:18
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D95
Soil noImposed 1
Imposed 2
γ 19.62 20.99
Γs1 1 1
c 20 0
Γc 1 1
φ 36 26.7
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2 1.94 1.88 1.88 1.89 1.91 2 2.13 2.36 2.7 2.7 2.7 1.97 1.97 1.9 1.84 1.85 1.87 1.87 1.89 1.98 2.1 2.28 2.63 2.63 1.94 1.86 1.82 1.81 1.83 1.88 1.97 1.97 2.08 2.26 2.26 2.52 2.52 2.52 1.92 1.85 1.81 1.8 1.82 1.87 1.87 1.93 2.04 2.21 2.48 1.92 1.85 1.81 1.8 1.81 1.86 1.91 2.04 2.19 2.19 2.39 2.39 1.92 1.86 1.82 1.8 1.81 1.85 1.92 2.01 2.14 2.14 2.38 2.38 2.38 1.93 1.87 1.83 1.81 1.81 1.85 1.89 1.99 2.15 2.15 2.15 2.31 2.31 1.94 1.88 1.84 1.82 1.82 1.85 1.88 1.96 2.1 2.1 2.24 1.95 1.9 1.86 1.84 1.84 1.85 1.88 1.95 2.06 2.25 2.25 2.25 1.97 1.92 1.88 1.86 1.85 1.87 1.89 1.95 2.04 2.19
Γmin 1.8Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:54:10
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D96
Soil noImposed 1
Imposed 2
γ 19.62 20.99
Γs1 1 1
c 20 0
Γc 1 1
φ 36 26.7
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.58 1.54 1.52 1.57 1.57 1.57 1.57 1.56 1.56 1.57 1.7 1.7 1.7 1.8 1.8 1.8 1.95 2.17 1.6 1.6 1.6 1.55 1.52 1.53 1.53 1.52 1.6 1.6 1.65 1.74 1.74 1.74 1.89 2.11 1.59 1.59 1.55 1.55 1.55 1.52 1.52 1.51 1.56 1.56 1.56 1.56 1.57 1.57 1.57 1.57 1.61 1.75 1.87 2.04 1.59 1.59 1.55 1.55 1.52 1.51 1.51 1.54 1.54 1.64 1.64 1.64 1.64 1.71 1.71 1.83 2.01 1.6 1.6 1.6 1.6 1.56 1.56 1.56 1.53 1.53 1.52 1.5 1.54 1.61 1.61 1.72 1.72 1.81 1.96 1.6 1.6 1.57 1.57 1.57 1.54 1.5 1.5 1.54 1.6 1.69 1.69 1.78 1.95 1.61 1.58 1.58 1.58 1.55 1.5 1.51 1.54 1.58 1.67 1.67 1.78 1.78 1.78 1.91 1.91 1.63 1.63 1.63 1.63 1.63 1.6 1.6 1.6 1.6 1.6 1.52 1.51 1.52 1.55 1.58 1.66 1.66 1.76 1.76 1.76 1.88 1.64 1.64 1.64 1.64 1.61 1.61 1.61 1.61 1.61 1.54 1.53 1.54 1.56 1.59 1.65 1.75 1.75 1.75 1.75 1.86 1.86 1.65 1.65 1.65 1.63 1.63 1.63 1.63 1.63 1.63 1.55 1.54 1.55 1.57 1.6 1.65 1.74 1.74 1.74 1.74 1.84 1.84
Γmin 1.5Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:54:56
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D97
Soil noImposed 1
Imposed 2
γ 19.62 20.99
Γs1 1 1
c 20 0
Γc 1 1
φ 36 26.7
Γφ 1 1
ru 0 .5
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.49 1.43 1.39 1.37 1.37 1.37 1.37 1.38 1.4 1.4 1.4 1.53 1.53 1.53 1.63 1.63 1.8 1.47 1.42 1.42 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.36 1.4 1.42 1.48 1.48 1.58 1.73 1.43 1.37 1.33 1.31 1.36 1.36 1.39 1.39 1.48 1.57 1.71 1.42 1.38 1.38 1.38 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.36 1.36 1.36 1.36 1.36 1.34 1.4 1.45 1.53 1.69 1.41 1.38 1.38 1.38 1.36 1.36 1.36 1.36 1.35 1.35 1.35 1.35 1.35 1.36 1.36 1.36 1.36 1.36 1.36 1.39 1.39 1.39 1.39 1.39 1.39 1.37 1.43 1.53 1.65 1.41 1.38 1.38 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.32 1.36 1.36 1.43 1.51 1.62 1.42 1.42 1.39 1.39 1.39 1.37 1.37 1.37 1.36 1.36 1.37 1.37 1.37 1.37 1.37 1.37 1.37 1.33 1.33 1.36 1.36 1.42 1.42 1.42 1.5 1.6 1.42 1.39 1.38 1.38 1.38 1.37 1.37 1.32 1.33 1.37 1.37 1.37 1.42 1.42 1.42 1.49 1.49 1.58 1.58 1.43 1.4 1.39 1.39 1.39 1.38 1.38 1.33 1.33 1.34 1.37 1.37 1.37 1.42 1.42 1.42 1.42 1.48 1.56 1.44 1.41 1.4 1.4 1.34 1.34 1.35 1.38 1.38 1.38 1.42 1.42 1.48 1.48 1.55
Γmin 1.31Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 2 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 05:56:28
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 2
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D98
Soil noImposed 1
Imposed 2
γ 19.62 20.41
Γs1 1 1
c 20 0
Γc 1 1
φ 36 23.4
Γφ 1 1
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
2.21 2.21 2.12 2.03 1.97 1.96 1.97 2 2.08 2.21 2.44 2.18 2.06 2.06 1.99 1.93 1.93 1.95 1.97 2.07 2.18 2.37 2.14 2.03 1.95 1.9 1.89 1.91 1.96 2.04 2.15 2.33 2.12 2.01 1.94 1.89 1.88 1.9 1.94 2 2.12 2.3 2.11 2.11 2.01 1.94 1.89 1.87 1.89 1.93 1.99 2.11 2.26 2.1 2.01 1.94 1.9 1.88 1.88 1.92 1.98 2.08 2.21 2.1 2.01 1.95 1.91 1.88 1.88 1.91 1.96 2.06 2.21 2.1 2.02 1.96 1.92 1.9 1.89 1.91 1.96 2.04 2.17 2.11 2.04 1.98 1.94 1.91 1.91 1.92 1.95 2.03 2.14 2.13 2.05 1.99 1.95 1.93 1.92 1.93 1.96 2.02 2.12
Γmin 1.87Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 4 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 06:00:16
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D99
Soil noImposed 1
Imposed 2
γ 19.62 20.41
Γs1 1 1
c 20 0
Γc 1 1
φ 36 23.4
Γφ 1 1
ru 0 .2
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.84 1.76 1.71 1.69 1.69 1.69 1.71 1.71 1.71 1.7 1.71 1.82 1.94 2.13 2.13 2.13 1.84 1.84 1.84 1.76 1.76 1.7 1.66 1.67 1.67 1.67 1.72 1.79 1.89 2.05 1.82 1.82 1.75 1.75 1.75 1.68 1.65 1.64 1.68 1.68 1.7 1.76 1.9 1.9 2.04 2.04 1.81 1.81 1.74 1.74 1.68 1.65 1.64 1.66 1.67 1.77 1.77 1.85 1.98 1.81 1.81 1.81 1.74 1.74 1.68 1.65 1.64 1.64 1.68 1.74 1.74 1.88 1.88 1.88 1.88 1.88 1.88 1.98 1.98 1.81 1.81 1.75 1.75 1.75 1.69 1.66 1.65 1.65 1.64 1.67 1.73 1.83 1.83 1.93 1.93 1.82 1.82 1.82 1.76 1.76 1.76 1.71 1.71 1.67 1.64 1.65 1.68 1.71 1.8 1.94 1.94 1.94 1.83 1.83 1.83 1.83 1.77 1.77 1.77 1.72 1.67 1.65 1.66 1.68 1.71 1.78 1.9 1.84 1.84 1.84 1.78 1.78 1.74 1.74 1.69 1.66 1.67 1.69 1.71 1.77 1.88 1.88 1.85 1.85 1.85 1.8 1.8 1.8 1.75 1.7 1.68 1.68 1.7 1.72 1.77 1.86
Γmin 1.64Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 4 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 06:01:04
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D100
Soil noImposed 1
Imposed 2
γ 19.62 20.41
Γs1 1 1
c 20 0
Γc 1 1
φ 36 23.4
Γφ 1 1
ru 0 .4
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.6 1.6 1.53 1.48 1.45 1.45 1.42 1.42 1.46 1.54 1.54 1.54 1.54 1.66 1.66 1.87 1.52 1.46 1.42 1.4 1.4 1.4 1.4 1.41 1.41 1.43 1.43 1.43 1.55 1.55 1.65 1.82 1.5 1.45 1.45 1.42 1.42 1.42 1.41 1.41 1.41 1.38 1.42 1.45 1.45 1.45 1.5 1.5 1.6 1.75 1.46 1.4 1.36 1.34 1.39 1.38 1.41 1.41 1.51 1.51 1.59 1.73 1.45 1.41 1.41 1.41 1.38 1.38 1.38 1.37 1.37 1.38 1.38 1.38 1.36 1.42 1.47 1.55 1.71 1.44 1.41 1.41 1.41 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.41 1.41 1.41 1.41 1.41 1.4 1.45 1.56 1.67 1.44 1.41 1.41 1.41 1.39 1.39 1.39 1.39 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.35 1.38 1.45 1.53 1.64 1.45 1.45 1.41 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.35 1.35 1.38 1.38 1.44 1.44 1.44 1.52 1.61 1.45 1.42 1.42 1.4 1.4 1.39 1.34 1.36 1.36 1.39 1.39 1.39 1.44 1.44 1.44 1.51 1.51 1.6 1.6 1.46 1.43 1.43 1.41 1.41 1.4 1.35 1.35 1.37 1.37 1.37 1.39 1.39 1.39 1.44 1.44 1.44 1.44 1.5 1.5 1.58
Γmin 1.34Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 4 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 06:04:30
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D101
Soil noImposed 1
Imposed 2
γ 19.62 20.41
Γs1 1 1
c 20 0
Γc 1 1
φ 36 23.4
Γφ 1 1
ru 0 .5
Units : kN meters and degreesCalculation method : BishopConditions concerning soils 1 and 2 are verified simultaneously.
1.35 1.3 1.3 1.25 1.23 1.22 1.21 1.25 1.33 1.43 1.63 1.3 1.24 1.21 1.19 1.2 1.23 1.23 1.34 1.42 1.58 1.28 1.23 1.21 1.2 1.21 1.23 1.25 1.3 1.4 1.54 1.26 1.26 1.21 1.17 1.16 1.21 1.21 1.21 1.2 1.23 1.3 1.38 1.51 1.24 1.2 1.18 1.18 1.19 1.19 1.23 1.28 1.36 1.5 1.5 1.23 1.2 1.18 1.18 1.19 1.22 1.22 1.29 1.29 1.36 1.48 1.48 1.48 1.24 1.21 1.19 1.19 1.2 1.18 1.22 1.22 1.27 1.34 1.43 1.24 1.22 1.2 1.2 1.2 1.19 1.21 1.26 1.33 1.43 1.43 1.25 1.23 1.21 1.2 1.18 1.2 1.22 1.26 1.33 1.39 1.26 1.24 1.22 1.22 1.19 1.2 1.23 1.27 1.32 1.38
Γmin 1.16Γs3 1
Scale : 1/ 300
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface MineOBM2 Founded on Unit 4 File : OBM2.tal Proj : 09059
Study made by : Figure :.
Date : 05/07/2001 Time : 06:03:15
Copyright (c) TERRASOL
Overburden - Moderately compacted weak rockfill
Unit 4
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. D102
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final D21
APPENDIX E
Slope Stability Analysis Results for Excavated Slopes
Highthorn Surface Mine – Geotechnical Assessment Report
E1 DABGeot/09059GA/Final
STABILITY OF EXCAVATED SLOPES
E1. Superficial (Glacial and Fluvio-glacial) Deposits
The most likely potential failure mechanism in the superficial glacial and fluvio-glacial clays
is circular and the stability of the excavated slopes has therefore been assessed using Bishop’s
Simplified method and the computer software program, ‘Talren’. Non-circular failure has also
been considered using Janbu’s method.
Relevant shear strength parameters have been taken from Table D1. Reference has also been
made to the recommended slope profiles given in Section 5.4.1, the cable percussion borehole
logs (Appendix B) and the 1/2500 scale Drift Thickness Plan. The shear strength of the
underlying bedrock was estimated using the Hoek-Brown strength criterion and it was
assumed that this comprised moderately weak to weak, poor quality mudstone (c = 5Mpa,
GSI = 35, mi = 6 and D = 0).
The following scenarios were considered:
(i) a 4m high, 1v in 1h (45º) excavated slope in Unit 2 material;
(ii) a 4m high, 1v in 1h (45º) excavated slope in Unit 4 material;
(iii) an 11m high, 1v in 1½h (33.7º) excavated slope in Unit 2 material;
(iv) an 11m high, 1v in 1½h (33.7º) excavated slope in Unit 4 material;
(v) a 28m high, 1v in 2h (26.6º) excavated slope profile in Unit 2 material; and
(vi) a 28m high, 1v in 2h (26.6º) excavated slope profile in Unit 4 material;
Fully drained conditions were considered because the superficial deposits at Highthorn have
been under-drained for some considerable time. There are also very few interbedded silt, sand
and gravel deposits.
The analysis results have been derived using a grid of circle centres and are expressed as
minimum factors of safety (FoS). They have been classified as follows:
<1.00 Unstable
1.0 to 1.1 Barely stable
1.2 to 1.3 Short term stability (i.e. a few days or weeks)
1.4 Medium term stability (i.e. a few weeks or months)
1.5 Long term stability (i.e. months and years)
The results are presented as Figures E1 to E24 and are summarized in Table E1.
Highthorn Surface Mine – Geotechnical Assessment Report
E2 DABGeot/09059GA/Final
Location of Slip Circle Factor of
Safety Notes
4m High 1v in 1h (45º) Graded Slope in Unit 2 Material
Slip circles with overall minimum factor of safety. Slip circles forced through point 2m behind crest of slope. Slip circles forced through point 4m behind crest of slope. Slip circles forced through point 5m behind crest of slope.
0.51
0.75
1.02
1.16
Unstable, but representative of minor surface unravelling only. Slip circles with minimum factor of safety extend through full height of slope. Unstable. Slip circles with minimum factor of safety extend through full height of slope. Barely stable. Slip circle with minimum factor of safety extends through full height of slope. Stable in short term.
4m High 1v in 1h (45º) Graded Slope in Unit 4 Material
Slip circles with overall minimum factor of safety. Slip circles forced through point 2m behind crest of slope. Slip circles forced through point 4m behind crest of slope. Slip circles forced through point 5m behind crest of slope.
0.44
0.64
0.87
1.00
Unstable, but representative of minor surface unravelling only. Slip circles with minimum factor of safety extend through full height of slope. Unstable. Slip circles with minimum factor of safety extend through full height of slope. Unstable. Slip circle with minimum factor of safety extends through full height of slope. Barely stable.
11m High 1v in 1½h (33.7º) Graded Slope in Unit 2 Material
Slip circles with overall minimum factor of safety. Slip circles forced through point 2m behind crest of slope. Slip circles forced through point 4m behind crest of slope. Slip circles forced through point 5m behind crest of slope.
0.76
0.82
0.91
0.96
Unstable, but representative of minor surface unravelling only. Slip circles with minimum factor of safety extend through full height of slope. Unstable. Slip circles with minimum factor of safety extend through full height of slope. Unstable. Slip circles with minimum factor of safety extend through full height of slope. Barely stable.
11m High 1v in 1½h (33.7º) Graded Slope in Unit 4 Material
Slip circles with overall minimum factor of safety. Slip circles forced through point 2m behind crest of slope. Slip circles forced through point 4m behind crest of slope. Slip circles forced through point 5m behind crest of slope.
0.65
0.71
0.78
0.83
Unstable, but representative of minor surface unravelling only. Slip circles with minimum factor of safety extend through full height of slope. Unstable. Slip circle with minimum factor of safety extends through full height of slope. Unstable. Slip circles with minimum factor of safety extend through full height of slope. Unstable.
Table E1 Summary of Slope Stability Analysis Results
for Graded Excavation Slopes in the Superficial (Glacial and Fluvio-glacial) Deposits
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final 3 E
Location of Slip Circle Factor of
Safety Notes
28m High 1v in 2h (26.6º) Graded Slope in Unit 2 Material
Slip circles with overall minimum factor of safety. Slip circles forced through point 2m behind crest of slope. Slip circles forced through point 4m behind crest of slope. Slip circles forced through point 5m behind crest of slope.
1.01
1.05
1.08
1.09
Barely stable, but representative of minor surface unravelling only. Slip circles with minimum factor of safety daylight through almost full height of mound. Barely stable. Slip circles with minimum factor of safety daylight through almost full height of mound. Barely stable. Slip circles with minimum factor of safety daylight through almost full height of mound. Barely stable.
28m High 1v in 2h (26.6º) Graded Slope in Unit 4 Material
Slip circles with overall minimum factor of safety. Slip circles forced through point 2m behind crest of slope. Slip circles forced through point 4m behind crest of slope. Slip circles forced through point 5m behind crest of slope.
0.87
0.90
0.93
0.94
Barely stable, but representative of minor surface unravelling only. Slip circles with minimum factor of safety daylight through almost full height of mound. Barely stable. Slip circles with minimum factor of safety daylight through almost full height of mound. Barely stable. Slip circles with minimum factor of safety daylight through almost full height of mound. Barely stable.
Table E1 cont’d. Summary of Slope Stability Analysis Results
for Graded Excavation Slopes in the Superficial (Glacial and Fluvio-glacial) Deposits
The assumptions made in the slope stability analysis are clearly very conservative. None of
the excavation slopes at Highthorn will be formed exclusively in Unit 2 and Unit 4 material.
The cable percussion boreholes show that a layered succession of Units 1, 2 and 3 and very
occasionally Unit 4 (laminated clay) will be present. These all have variable thickness. The
shear strength of Units 1 and 3 is higher than that used in the calculations. Nevertheless, it
would appear from the borehole logs that Unit 2 forms the predominant material.
The analysis results show that there will be a propensity for the excavated slopes to slump and
that the effects could extend back to the toes of the adjacent soil storage mounds. However,
any pore pressures induced by these mounds will have at least partly dissipated by the time
the excavations are formed, especially in those areas lying outside the boxcut. This could
otherwise have an adverse effect on stability. Further dissipation will occur as the excavations
are formed and it is expected that negative pore pressures will be present in the slopes. This
will have a stabilizing effect. No account has also been made of any lateral restraint which
will also increase the factors of safety.
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final 4 E
Experience shows that the adequate stability can be maintained within the likely timescale
that the excavations will remain open. Progressive backfilling will be carried out as soon the
boxcut has been formed and the excavations are being advanced. However, it is important that
the perimeter slopes in the glacial materials are fully graded as recommended in Section 5.4.1
and that a rockhead bench is always provided.
Non-circular analysis was carried out by extending part of the potential failure surface along
the interface with the underlying bedrock, but all the factors of safety were found to exceed
1.5 (long term stability). The shear strength of the bedrock would have to be very low to
facilitate failure and observations made during the various site investigations have shown that
this will not be the case.
E2. Slope Stability Analysis Results for Planar Failure (Western and North-western
Highwalls
The risk of planar failure has been assessed using the analysis method described in Hoek and
Bray (1981). The analysis model was based on the north-western excavation highwall where
the workings will be extended to the Bottom Yard (G100) seam at a depth of around 51m.
The highwall will comprise a 1v in 2h (26.6°) graded slope in the superficial (glacial)
deposits, a 5m wide rockhead bench and a 1v in 1h (45°) benched profile in the underlying
bedrock. (This is in accordance with the recommendations made in this report. The bench
faces were assumed to be 7m high with 4m wide safety benches in the model, but this will
vary dependent on the seam partings.) The dip of the strata was taken as 1v in 10h (5.7°), the
maximum adverse dip observed along the north-western and western perimeters of the
excavation area. The excavation pavement was assumed to consist of very weak mudstone
with the most conservative peak and residual shear strength parameters selected from Tables
6 and 7. The density of the combined glacial clay and bedrock materials was estimated using
the data provided by the geotechnical site investigations. The critical location of the tension
crack was determined using the following relationship for fully drained conditions:
bc/H = (cot.cot)0.5 - cot
where bc is the distance (m) between the crest of the slope and the tension crack, is the
inclination of the failure plane and is the inclination of the slope or bench face. The analysis
assumes that this can extend through the full height of the slope. This is certainly feasible in
jointed bedrock; less so in partly fissured glacial till. The analysis was therefore repeated with
the tension crack along the crest of the highwall and then entirely within the bedrock. The
calculations do not take into account any lateral variation in shear strength or lateral restraint,
though the latter may be restricted by the presence of joints and fractures.
The analysis results are presented as Figures E25 to E36 and are summarized in Table E2.
Where appropriate, these include the buttress volumes required to achieve minimum factors
of safety of 1.2 (short term stability) and 1.5 (long term stability) based on the density and
likely shear strength of loose tipped rockfill.
Highthorn Surface Mine – Geotechnical Assessment Report
DABGeot/09059GA/Final 5 E
Details Factor of
Safety FoS) Notes
Stabilization Measures
(m3 per linear metre)
Tension Crack Behind Crest of Excavation Slope
Peak Shear Strength c’ = 11 kN/m2 ’ = 16º
Low groundwater level High groundwater level
2.94 2.81
Long term stability Long term stability
Not required. Not required.
Residual Shear Strength c’ = 0 kN/m2 ’ = 11º
Low groundwater level High groundwater level
1.90 1.81
Long term stability Long term stability
Not required. Not required.
Tension Crack at Crest of Excavation Slope
Peak Shear Strength c’ = 11 kN/m2 ’ = 16º
Low groundwater level High groundwater level
3.01 2.94
Long term stability Long term stability
Not required. Not required.
Residual Shear Strength c’ = 0 kN/m2 ’ = 11º
Low groundwater level High groundwater level
1.92 1.87
Long term stability Long term stability
Not required. Not required.
Tension Crack confined with Bedrock Strata
Peak Shear Strength c’ = 11 kN/m2 ’ = 16º
Low groundwater level High groundwater level
3.14 3.09
Long term stability Long term stability
Not required. Not required.
Residual Shear Strength c’ = 0 kN/m2 ’ = 11º
Low groundwater level High groundwater level
1.93 1.89
Long term stability Long term stability
Not required. Not required.
Table E2 Summary of Planar Failure Analysis Results for North-Western Excavation Highwall
The results show that stability can be maintained in the long term (FoS greater than 1.5) and
that stabilization measures will not be required. In the event that any very weak mudstone
horizons are present in the excavations, there is no reason to suppose that they will only have
residual strength. Experience has shown that peak shear strength can be maintained even
where the strata have been affected by mining subsidence. Furthermore, very weak mudstone
horizons are of limited thickness and in many cases laterally discontinuous. Should failure
occur, the shear surface can quickly extend into more competent strata restricting any further
displacement (i.e. the failure effectively locks up). The consequences of planar or
translational failure can be serious, but would be confined within the site boundary at
Highthorn (i.e. adjacent properties including Hemscott Hill Farm would not be affected).
The analysis results also apply to the western highwall if coal extraction in the Bottom Yard
(G100) is extended through the pillared workings. These will impact stability as described in
Section 5.8, but large scale failure extending behind the excavation is considered highly
unlikely. Any instability of the bench faces can be mitigated by providing wider safety
benches and localized buttressing. These issues can be addressed during the course of the
operation following routine inspections.
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 28
Γc 1 1
φ 26.7 42
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
.55 .63 .55 4.68 4.15 3.75 3.47 3.23 2.89 2.62
.63 .55 .6 4.4 .51 3.55 3.25 3.07 2.9 2.59
.55 .6 .55 .51 3.76 3.42 3.13 2.93 2.8 2.62
.66 .55 .51 .55 .52 3.35 3.06 2.86 2.7 2.53
.66 .51 .56 .52 .55 .53 .51 2.83 2.65 2.48
.84 .66 .54 .58 .53 .51 3.02 .51 2.63 2.49
.89 .67 .66 .56 .51 .53 .51 2.82 2.66 2.52
1.05 .83 .67 .53 .58 .51 .54 .52 2.68 2.52
1.21 .96 .79 .67 .56 .59 .53 .55 .52 .51
1.35 1.01 .82 .77 .67 .58 .6 .54 .51 2.56
Γmin .51Γs3 1
Scale : 1/ 150
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine4m High Highwall Excavation 1v in 1h Slope Profile File : 4m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:34:10
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E1
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 28
Γc 1 1
φ 26.7 42
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .75Γs3 1
Scale : 1/ 150
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine4m High Highwall Excavation 1v in 1h Slope Profile File : 4m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:36:26
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E2
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 28
Γc 1 1
φ 26.7 42
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin 1.02Γs3 1
Scale : 1/ 150
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine4m High Highwall Excavation 1v in 1h Slope Profile File : 4m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:38:09
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E3
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 28
Γc 1 1
φ 26.7 42
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin 1.16Γs3 1
Scale : 1/ 150
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine4m High Highwall Excavation 1v in 1h Slope Profile File : 4m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:40:28
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E4
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 28
Γc 1 1
φ 23.4 42
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
.47 .54 .47 4.73 4.17 3.77 3.48 3.23 2.89 2.63
.54 .47 .52 4.44 .44 3.57 3.26 3.07 2.9 2.59
.47 .52 .47 .44 3.78 3.44 3.14 2.94 2.8 2.62
.57 .47 .44 .47 .45 3.37 3.07 2.87 2.7 2.53
.57 .44 .48 .45 .47 .45 .44 2.84 2.65 2.48
.72 .57 .46 .5 .45 .44 3.03 .44 2.64 2.49
.76 .58 .57 .48 .44 .46 .44 2.83 2.67 2.52
.91 .71 .58 .45 .5 .44 .47 .45 2.68 2.52
1.04 .82 .68 .58 .48 .51 .45 .47 .45 .44
1.16 .87 .71 .66 .58 .5 .51 .46 .44 2.56
Γmin .44Γs3 1
Scale : 1/ 150
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine4m High Highwall Excavation 1v in 1h Slope Profile File : 4m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:49:36
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E5
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 28
Γc 1 1
φ 23.4 42
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .64Γs3 1
Scale : 1/ 150
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine4m High Highwall Excavation 1v in 1h Slope Profile File : 4m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:47:22
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E6
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 28
Γc 1 1
φ 23.4 42
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .87Γs3 1
Scale : 1/ 150
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine4m High Highwall Excavation 1v in 1h Slope Profile File : 4m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:45:47
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E7
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 28
Γc 1 1
φ 23.4 42
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin 1Γs3 1
Scale : 1/ 150
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine4m High Highwall Excavation 1v in 1h Slope Profile File : 4m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:44:11
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E8
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 50
Γc 1 1
φ 26.7 35
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
.87 .85 .82 .81 .79 .78 .77 .76 .76 3.25
.78 .77 .76 .82 .81 .8 .79 .78 .77 .77
.81 .79 .78 .77 .76 .76 .8 .8 .79 .78
.82 .81 .8 .79 .78 .77 .77 .76 .76 .79
.77 .76 .76 .8 .8 .79 .78 .78 .77 .77
.79 .78 .77 .77 .76 .76 .79 .79 .78 .78
.8 .8 .79 .78 .78 .77 .77 .76 .76 .79
.77 .76 .76 .79 .79 .78 .78 .77 .77 .76 .78 .78 .77 .77 .76 .76 .79 .78 .78 .77
.79 .79 .78 .78 .77 .77 .76 .76 .76 .78
Γmin .76Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine11m High Highwall Excavation 1v in 1.5h Slope Profile File : 11m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 00:58:34
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E9
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 50
Γc 1 1
φ 26.7 35
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .82Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine11m High Highwall Excavation 1v in 1.5h Slope Profile File : 11m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:31:48
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E10
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 50
Γc 1 1
φ 26.7 35
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .91Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine11m High Highwall Excavation 1v in 1.5h Slope Profile File : 11m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:32:24
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E11
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 50
Γc 1 1
φ 26.7 35
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .96Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine11m High Highwall Excavation 1v in 1.5h Slope Profile File : 11m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:34:00
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E12
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 50
Γc 1 1
φ 23.4 35
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
.65 .75 .73 .71 .69 .68 .67 .66 .66 .65 .69 .67 .66 .65 .71 .7 .69 .68 .67 .67
.71 .69 .68 .67 .66 .66 .65 .69 .68 .68
.65 .71 .7 .69 .68 .67 .67 .66 .66 .65 .67 .66 .66 .65 .69 .68 .68 .67 .67 .66
.69 .68 .67 .67 .66 .66 .65 .68 .68 .67
.65 .69 .68 .68 .67 .67 .66 .66 .65 .65 .67 .66 .66 .65 .68 .68 .67 .67 .66 .66
.68 .67 .67 .66 .66 .65 .65 .68 .67 .67
.65 .68 .68 .67 .67 .66 .66 .66 .65 .65
Γmin .65Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine11m High Highwall Excavation 1v in 1.5h Slope Profile File : 11m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:38:39
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E13
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 50
Γc 1 1
φ 23.4 35
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .71Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine11m High Highwall Excavation 1v in 1.5h Slope Profile File : 11m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:37:38
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E14
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 50
Γc 1 1
φ 23.4 35
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .78Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine11m High Highwall Excavation 1v in 1.5h Slope Profile File : 11m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:36:41
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E15
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 50
Γc 1 1
φ 23.4 35
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .83Γs3 1
Scale : 1/ 200
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine11m High Highwall Excavation 1v in 1.5h Slope Profile File : 11m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:35:33
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E16
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 90
Γc 1 1
φ 26.7 28
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
1.02 1.03 1.04 1.04 1.05 1.05 1.06 1.06 1.01 1.01 1.04 1.04 1.05 1.05 1.06 1.06 1.01 1.01 1.02 1.02 1.05 1.05 1.06 1.06 1.01 1.01 1.02 1.02 1.03 1.03 1.06 1.06 1.01 1.01 1.02 1.02 1.03 1.03 1.03 1.04 1.01 1.01 1.02 1.02 1.03 1.03 1.03 1.04 1.04 1.04 1.02 1.02 1.03 1.03 1.03 1.04 1.04 1.04 1.01 1.01 1.03 1.03 1.03 1.04 1.04 1.04 1.01 1.01 1.02 1.02 1.03 1.04 1.04 1.04 1.01 1.01 1.02 1.02 1.02 1.02 1.04 1.04 1.01 1.01 1.02 1.02 1.02 1.02 1.03 1.03 1.01 1.01 1.02 1.02 1.02 1.02 1.03 1.03 1.03 1.01
Γmin 1.01Γs3 1
Scale : 1/ 350
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine28m High Highwall Excavation 1v in 2h Slope Profile File : 28m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:56:47
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E17
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 90
Γc 1 1
φ 26.7 28
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin 1.05Γs3 1
Scale : 1/ 350
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine28m High Highwall Excavation 1v in 2h Slope Profile File : 28m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:55:46
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E18
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 90
Γc 1 1
φ 26.7 28
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin 1.08Γs3 1
Scale : 1/ 350
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine28m High Highwall Excavation 1v in 2h Slope Profile File : 28m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:54:59
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E19
Soil no 1 2
γ 20.99 23.54
Γs1 1 1
c 0 90
Γc 1 1
φ 26.7 28
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin 1.09Γs3 1
Scale : 1/ 350
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine28m High Highwall Excavation 1v in 2h Slope Profile File : 28m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:54:02
Copyright (c) TERRASOL
Unit 2
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E20
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 90
Γc 1 1
φ 23.4 28
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
.87 .88 .89 .89 .9 .9 .91 .91 .91 .87 .89 .89 .9 .9 .91 .91 .91 .87 .87 .88 .9 .9 .91 .91 .91 .87 .87 .88 .88 .88 .91 .91 .91 .87 .87 .88 .88 .88 .89 .89 .91 .87 .87 .88 .88 .88 .89 .89 .89 .9 .87 .88 .88 .88 .89 .89 .89 .9 .9 .87 .88 .88 .89 .89 .89 .9 .9 .87 .87 .87 .89 .89 .89 .9 .9 .87 .87 .87 .88 .88 .89 .9 .9 .87 .87 .87 .88 .88 .88 .89 .9 .87 .87 .87 .88 .88 .88 .89 .89 .89 Γmin .87
Γs3 1
Scale : 1/ 350
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine28m High Highwall Excavation 1v in 2h Slope Profile File : 28m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:46:33
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E21
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 90
Γc 1 1
φ 23.4 28
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .9Γs3 1
Scale : 1/ 350
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine28m High Highwall Excavation 1v in 2h Slope Profile File : 28m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:49:41
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E22
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 90
Γc 1 1
φ 23.4 28
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .93Γs3 1
Scale : 1/ 350
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine28m High Highwall Excavation 1v in 2h Slope Profile File : 28m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:51:00
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
PDF created with FinePrint pdfFactory Pro trial version www.pdffactory.com
DAB GEOTECHNICS LTD. E23
Soil no 1 2
γ 20.41 23.54
Γs1 1 1
c 0 90
Γc 1 1
φ 23.4 28
Γφ 1 1
Units : kN meters and degreesCalculation method : Bishop
Γmin .94Γs3 1
Scale : 1/ 350
0 10 1
TALREN 97V2.2 - 01/04/2002
TERRASOL
Highthorn Surface Mine28m High Highwall Excavation 1v in 2h Slope Profile File : 28m Excavation.tal Proj : 09059
Study made by : Figure :
Date : 05/07/2001 Time : 01:52:15
Copyright (c) TERRASOL
Unit 4
Moderately weak to weak; poor quality mudstone
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DAB GEOTECHNICS LTD. E24
PLANAR FAILURE
Single block with tension crack behind crest
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 67.50 56.00
x y5.00 5.00
200.00 28.00
Density of rock material () 2.40 Mg/m3Density of water (pw) 1.00 Mg/m3
x y 5.00 5.00
Height of slope or bench face (H) 51.00 m 200.00 24.50
Inclination of slope or bench face () 39.21 o or 0.68 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians or 1v in 10.0 h 183.54 22.85
183.54 56.00
Inclination of groundwater profile () 6.73 o or 0.12 radians or 1v in 8.5 h
Shear strength parameters for failure plane c' 11 kN/m2 ' 16o or 0.28 radians
For tension crack behind or at crest:
z is the depth of the tension crack 33.15 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 3.20 m. Value used in calculation 3.20 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{[1 - (z/H)2]cotcot= 139332.53 kN
U = 0.5wgzw(H - z)cosec = 2820.36 kN
Y = 0.5wgzw2 = 50.37 kN
1973.735
Factor of Safety (FoS) = c'(H - z)cosec(Wcos - U - Ysin)tan' = 2.94 ######### 2820.358 5.012 38944.520
Wsin + Ycos 13864.105 50.121 13914.226 2.941
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians
and V is the weight per unit metre
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan'
Wsin + Ycos
For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -24010.14 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -29009.65 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
Shear Plane Coordinates
Groundwater Coordinates
Surface Coordinates
Lower Daylight
0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Ver
tica
l Ht.
(m)
Horizontal Distance (m)
Rockhead
Bottom Yard (G100)
FIGURE E25
PLANAR FAILURE
Single block with tension crack behind crest
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 67.50 56.00
x y5.00 5.00
200.00 33.00
Density of rock material () 2.40 Mg/m3Density of water (pw) 1.00 Mg/m3
x y 5.00 5.00
Height of slope or bench face (H) 51.00 m 200.00 24.50
Inclination of slope or bench face () 39.21 o or 0.68 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians or 1v in 10.0 h 183.54 22.85
183.54 56.00
Inclination of groundwater profile () 8.17 o or 0.14 radians or 1v in 7.0 h
Shear strength parameters for failure plane c' 11 kN/m2 ' 16o or 0.28 radians
For tension crack behind or at crest:
z is the depth of the tension crack 33.15 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 7.78 m. Value used in calculation 7.78 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{[1 - (z/H)2]cotcot= 139332.53 kN
U = 0.5wgzw(H - z)cosec = 6849.44 kN
Y = 0.5wgzw2 = 297.08 kN
1973.735
Factor of Safety (FoS) = c'(H - z)cosec(Wcos - U - Ysin)tan' = 2.81 ######### 6849.440 29.561 37782.160
Wsin + Ycos 13864.105 295.609 14159.714 2.808
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians
and V is the weight per unit metre
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan'
Wsin + Ycos
For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -22176.95 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -27264.67 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
Shear Plane Coordinates
Groundwater Coordinates
Surface Coordinates
Lower Daylight
0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Ver
tica
l Ht.
(m)
Horizontal Distance (m)
Rockhead
Bottom Yard (G100)
FIGURE E26
PLANAR FAILURE
Single block with tension crack behind crest
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 67.50 56.00
x y5.00 5.00
200.00 28.00
Density of rock material () 2.40 Mg/m3Density of water (pw) 1.00 Mg/m3
x y 5.00 5.00
Height of slope or bench face (H) 51.00 m 200.00 24.50
Inclination of slope or bench face () 39.21 o or 0.68 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians or 1v in 10.0 h 183.54 22.85
183.54 56.00
Inclination of groundwater profile () 6.73 o or 0.12 radians or 1v in 8.5 h
Shear strength parameters for failure plane c' 0 kN/m2 ' 11o or 0.19 radians
For tension crack behind or at crest:
z is the depth of the tension crack 33.15 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 3.20 m. Value used in calculation 3.20 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{[1 - (z/H)2]cotcot= 139332.53 kN
U = 0.5wgzw(H - z)cosec = 2820.36 kN
Y = 0.5wgzw2 = 50.37 kN
0.000
Factor of Safety (FoS) = c'(H - z)cosec(Wcos - U - Ysin)tan' = 1.90 ######### 2820.358 5.012 26399.894
Wsin + Ycos 13864.105 50.121 13914.226 1.897
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians
and V is the weight per unit metre
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan'
Wsin + Ycos
For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -6621.54 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -11621.05 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
Shear Plane Coordinates
Groundwater Coordinates
Surface Coordinates
Lower Daylight
0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Ver
tica
l Ht.
(m)
Horizontal Distance (m)
Rockhead
Bottom Yard (G100)
FIGURE E27
PLANAR FAILURE
Single block with tension crack behind crest
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 67.50 56.00
x y5.00 5.00
200.00 33.00
Density of rock material () 2.40 Mg/m3Density of water (pw) 1.00 Mg/m3
x y 5.00 5.00
Height of slope or bench face (H) 51.00 m 200.00 24.50
Inclination of slope or bench face () 39.21 o or 0.68 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians or 1v in 10.0 h 183.54 22.85
183.54 56.00
Inclination of groundwater profile () 8.17 o or 0.14 radians or 1v in 7.0 h
Shear strength parameters for failure plane c' 0 kN/m2 ' 11o or 0.19 radians
For tension crack behind or at crest:
z is the depth of the tension crack 33.15 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 7.78 m. Value used in calculation 7.78 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{[1 - (z/H)2]cotcot= 139332.53 kN
U = 0.5wgzw(H - z)cosec = 6849.44 kN
Y = 0.5wgzw2 = 297.08 kN
0.000
Factor of Safety (FoS) = c'(H - z)cosec(Wcos - U - Ysin)tan' = 1.81 ######### 6849.440 29.561 25611.948
Wsin + Ycos 13864.105 295.609 14159.714 1.809
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians
and V is the weight per unit metre
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan'
Wsin + Ycos
For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -5236.78 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -10324.50 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
Shear Plane Coordinates
Groundwater Coordinates
Surface Coordinates
Lower Daylight
0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Ver
tica
l Ht.
(m)
Horizontal Distance (m)
Rockhead
Bottom Yard (G100)
FIGURE E28
PLANAR FAILURE
Single block with tension crack behind crest
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 67.50 56.00
x y5.00 5.00
200.00 28.00
Density of rock material () 2.40 Mg/m3Density of water (pw) 1.00 Mg/m3
x y 5.00 5.00
Height of slope or bench face (H) 51.00 m 200.00 24.50
Inclination of slope or bench face () 39.21 o or 0.68 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians or 1v in 10.0 h 82.00 12.70
82.00 56.00
Inclination of groundwater profile () 6.73 o or 0.12 radians or 1v in 8.5 h
Shear strength parameters for failure plane c' 11 kN/m2 ' 16o or 0.28 radians
For tension crack behind or at crest:
z is the depth of the tension crack 43.30 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 1.38 m. Value used in calculation 1.38 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{[1 - (z/H)2]cotcot= 47954.42 kN
U = 0.5wgzw(H - z)cosec = 524.58 kN
Y = 0.5wgzw2 = 9.37 kN
851.224
Factor of Safety (FoS) = c'(H - z)cosec(Wcos - U - Ysin)tan' = 3.01 47716.431 524.583 0.932 13531.777
Wsin + Ycos 4771.643 9.322 4780.965 3.008
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians
and V is the weight per unit metre
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan'
Wsin + Ycos
For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -8637.26 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -10355.10 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
Shear Plane Coordinates
Groundwater Coordinates
Surface Coordinates
Lower Daylight
0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Ver
tica
l Ht.
(m)
Horizontal Distance (m)
Rockhead
Bottom Yard (G100)
FIGURE E29
PLANAR FAILURE
Single block with tension crack behind crest
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 67.50 56.00
x y5.00 5.00
200.00 33.00
Density of rock material () 2.40 Mg/m3Density of water (pw) 1.00 Mg/m3
x y 5.00 5.00
Height of slope or bench face (H) 51.00 m 200.00 24.50
Inclination of slope or bench face () 39.21 o or 0.68 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians or 1v in 10.0 h 82.00 12.70
82.00 56.00
Inclination of groundwater profile () 8.17 o or 0.14 radians or 1v in 7.0 h
Shear strength parameters for failure plane c' 11 kN/m2 ' 16o or 0.28 radians
For tension crack behind or at crest:
z is the depth of the tension crack 43.30 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 3.36 m. Value used in calculation 3.36 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{[1 - (z/H)2]cotcot= 47954.42 kN
U = 0.5wgzw(H - z)cosec = 1273.99 kN
Y = 0.5wgzw2 = 55.26 kN
851.224
Factor of Safety (FoS) = c'(H - z)cosec(Wcos - U - Ysin)tan' = 2.94 47716.431 1273.988 5.498 13315.579
Wsin + Ycos 4771.643 54.983 4826.626 2.935
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians
and V is the weight per unit metre
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan'
Wsin + Ycos
For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -8296.29 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -10030.54 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
Shear Plane Coordinates
Groundwater Coordinates
Surface Coordinates
Lower Daylight
0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Ver
tica
l Ht.
(m)
Horizontal Distance (m)
Rockhead
Bottom Yard (G100)
FIGURE E30
PLANAR FAILURE
Single block with tension crack behind crest
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 67.50 56.00
x y5.00 5.00
200.00 28.00
Density of rock material () 2.40 Mg/m3Density of water (pw) 1.00 Mg/m3
x y 5.00 5.00
Height of slope or bench face (H) 51.00 m 200.00 24.50
Inclination of slope or bench face () 39.21 o or 0.68 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians or 1v in 10.0 h 82.00 12.70
82.00 56.00
Inclination of groundwater profile () 6.73 o or 0.12 radians or 1v in 8.5 h
Shear strength parameters for failure plane c' 0 kN/m2 ' 11o or 0.19 radians
For tension crack behind or at crest:
z is the depth of the tension crack 43.30 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 1.38 m. Value used in calculation 1.38 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{[1 - (z/H)2]cotcot= 47954.42 kN
U = 0.5wgzw(H - z)cosec = 524.58 kN
Y = 0.5wgzw2 = 9.37 kN
0.000
Factor of Safety (FoS) = c'(H - z)cosec(Wcos - U - Ysin)tan' = 1.92 47716.431 524.583 0.932 9172.985
Wsin + Ycos 4771.643 9.322 4780.965 1.919
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians
and V is the weight per unit metre
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan'
Wsin + Ycos
For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -2397.24 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -4115.08 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
Shear Plane Coordinates
Groundwater Coordinates
Surface Coordinates
Lower Daylight
0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Ver
tica
l Ht.
(m)
Horizontal Distance (m)
Rockhead
Bottom Yard (G100)
FIGURE E31
PLANAR FAILURE
Single block with tension crack behind crest
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 67.50 56.00
x y5.00 5.00
200.00 33.00
Density of rock material () 2.40 Mg/m3Density of water (pw) 1.00 Mg/m3
x y 5.00 5.00
Height of slope or bench face (H) 51.00 m 200.00 24.50
Inclination of slope or bench face () 39.21 o or 0.68 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians or 1v in 10.0 h 82.00 12.70
82.00 56.00
Inclination of groundwater profile () 8.17 o or 0.14 radians or 1v in 7.0 h
Shear strength parameters for failure plane c' 0 kN/m2 ' 11o or 0.19 radians
For tension crack behind or at crest:
z is the depth of the tension crack 43.30 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 3.36 m. Value used in calculation 3.36 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{[1 - (z/H)2]cotcot= 47954.42 kN
U = 0.5wgzw(H - z)cosec = 1273.99 kN
Y = 0.5wgzw2 = 55.26 kN
0.000
Factor of Safety (FoS) = c'(H - z)cosec(Wcos - U - Ysin)tan' = 1.87 47716.431 1273.988 5.498 9026.428
Wsin + Ycos 4771.643 54.983 4826.626 1.870
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians
and V is the weight per unit metre
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan'
Wsin + Ycos
For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -2139.67 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -3873.92 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
0
Shear Plane Coordinates
Groundwater Coordinates
Surface Coordinates
Lower Daylight
0
10
20
30
40
50
60
70
80
90
100
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Ver
tica
l Ht.
(m)
Horizontal Distance (m)
Rockhead
Bottom Yard (G100)
FIGURE E32
PLANAR FAILURE
Single block with tension crack in slope
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 31.00 33.00
Groundwater Coordinatesx y
5.00 5.0040.00 9.10
Density of rock material () 2.50 Mg/m3Density of water (w) 1.0 Mg/m3
x y
Lower Daylight 5.00 5.00Height of slope or bench face (H) 28.00 m 40.00 8.50
Inclination of slope or bench face () 47.12 o or 0.82 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians radians or 1v in 10.0 h 36.00 8.10
36.00 33.00
Inclination of groundwater profile () 6.68 o or 0.12 radians radians or 1v in 8.5 h
Shear strength parameters for failure plane c' 11 kN/m2 ' 16o or 0.28 radians
z is the depth of the tension crack 24.90 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 0.53 m. Value used in calculation 0.53 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{(1 - z/H)2cot(cottan - 1)} = 11512.32 kN
U = 0.5wgzw(H - z)cosec = 81.21 kN
Y = 0.5wgzw2 = 1.39 kN
FoS = c'(H - z)cosec(Wcos - U - Ysin)tan' = 3.14
Wsin + Ycos
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where:
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians 1.5x
and V is the weight per unit metre 1720.3452471.2x 1376.276198
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan' 1.2x 342.7007587 Wsin + Ycos 3261.40
0.834935339For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -2256.16 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -2668.25 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
Surface Coordinates
Shear Plane Coordinates
0
4
8
12
16
20
24
28
32
36
40
0 4 8 12 16 20 24 28 32 36 40
Ve
rtic
al H
t. (
m)
Horizontal Distance (m)
FIGURE E33
PLANAR FAILURE
Single block with tension crack in slope
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 31.00 33.00
Groundwater Coordinatesx y
5.00 5.0040.00 10.00
Density of rock material () 2.50 Mg/m3Density of water (w) 1.0 Mg/m3
x y
Lower Daylight 5.00 5.00Height of slope or bench face (H) 28.00 m 40.00 8.50
Inclination of slope or bench face () 47.12 o or 0.82 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians radians or 1v in 10.0 h 36.00 8.10
36.00 33.00
Inclination of groundwater profile () 8.13 o or 0.14 radians radians or 1v in 7.0 h
Shear strength parameters for failure plane c' 11 kN/m2 ' 16o or 0.28 radians
z is the depth of the tension crack 24.90 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 1.33 m. Value used in calculation 1.33 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{(1 - z/H)2cot(cottan - 1)} = 11512.32 kN
U = 0.5wgzw(H - z)cosec = 203.02 kN
Y = 0.5wgzw2 = 8.66 kN
FoS = c'(H - z)cosec(Wcos - U - Ysin)tan' = 3.09
Wsin + Ycos
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where:
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians 1.5x
and V is the weight per unit metre 1731.1999691.2x 1384.959975
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan' 1.2x 342.7007587 Wsin + Ycos 3226.26
0.834935339For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -2201.08 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -2615.77 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
Surface Coordinates
Shear Plane Coordinates
0
4
8
12
16
20
24
28
32
36
40
0 4 8 12 16 20 24 28 32 36 40
Ve
rtic
al H
t. (
m)
Horizontal Distance (m)
FIGURE E34
PLANAR FAILURE
Single block with tension crack in slope
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 31.00 33.00
Groundwater Coordinatesx y
5.00 5.0040.00 9.10
Density of rock material () 2.50 Mg/m3Density of water (w) 1.0 Mg/m3
x y
Lower Daylight 5.00 5.00Height of slope or bench face (H) 28.00 m 40.00 8.50
Inclination of slope or bench face () 47.12 o or 0.82 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians radians or 1v in 10.0 h 36.00 8.10
36.00 33.00
Inclination of groundwater profile () 6.68 o or 0.12 radians radians or 1v in 8.5 h
Shear strength parameters for failure plane c' 0 kN/m2 ' 11o or 0.19 radians
z is the depth of the tension crack 24.90 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 0.53 m. Value used in calculation 0.53 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{(1 - z/H)2cot(cottan - 1)} = 11512.32 kN
U = 0.5wgzw(H - z)cosec = 81.21 kN
Y = 0.5wgzw2 = 1.39 kN
FoS = c'(H - z)cosec(Wcos - U - Ysin)tan' = 1.93
Wsin + Ycos
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where:
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians 1.5x
and V is the weight per unit metre 1720.3452471.2x 1376.276198
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan' 1.2x 0 Wsin + Ycos 2210.85
0.834935339For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -587.48 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -999.57 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
Surface Coordinates
Shear Plane Coordinates
0
4
8
12
16
20
24
28
32
36
40
0 4 8 12 16 20 24 28 32 36 40
Ve
rtic
al H
t. (
m)
Horizontal Distance (m)
FIGURE E35
PLANAR FAILURE
Single block with tension crack in slope
Site HighthornLocation of Slope North-Western Highwall
x y
Toe 5 58.5 12
12.5 1216 1920 19
23.5 2627.5 26
31 3336 3382 56
200 56
Toe 5.00 5.00Crest 31.00 33.00
Groundwater Coordinatesx y
5.00 5.0040.00 10.00
Density of rock material () 2.50 Mg/m3Density of water (w) 1.0 Mg/m3
x y
Lower Daylight 5.00 5.00Height of slope or bench face (H) 28.00 m 40.00 8.50
Inclination of slope or bench face () 47.12 o or 0.82 radians Tension Crack Coordinatesx y
Inclination of failure plane () 5.71 o or 0.10 radians radians or 1v in 10.0 h 36.00 8.10
36.00 33.00
Inclination of groundwater profile () 8.13 o or 0.14 radians radians or 1v in 7.0 h
Shear strength parameters for failure plane c' 0 kN/m2 ' 11o or 0.19 radians
z is the depth of the tension crack 24.90 m (This depth is measured from the top of the slope.)
zw is the height of the water column in the tension crack 1.33 m. Value used in calculation 1.33 m (This depth is measured from the slipsurface upwards.)
W = 0.5gH2{(1 - z/H)2cot(cottan - 1)} = 11512.32 kN
U = 0.5wgzw(H - z)cosec = 203.02 kN
Y = 0.5wgzw2 = 8.66 kN
FoS = c'(H - z)cosec(Wcos - U - Ysin)tan' = 1.89
Wsin + Ycos
Stabilization of slope
Vcos is the resisting force of the buttress parallel to bench, where:
is the coefficient of friction between buttress and ground (= tanB') ' 40o or 0.70 radians 1.5x
and V is the weight per unit metre 1731.1999691.2x 1384.959975
FoS = c'(H - z)cosVcostanB'(Wcos - U - Ysin)tan' 1.2x 0 Wsin + Ycos 2187.03
0.834935339For long term stability, FoS >= 1.5
V = (1.5 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -545.95 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
For short term stability, FoS >= 1.2
V = (1.2 x (WsinYcos))c'(H - z)cosec(WcosU Ysin)tan' = 0.00 kN/m3 per linear metre -960.64 costanB'
If the density of the supporting buttress (e.g. rockfill) is 1.9 Mg/m3then the volume per linear metre is 0.00 m3
Surface Coordinates
Shear Plane Coordinates
0
4
8
12
16
20
24
28
32
36
40
0 4 8 12 16 20 24 28 32 36 40
Ve
rtic
al H
t. (
m)
Horizontal Distance (m)
FIGURE E36