Slope Stability Analysis - Summer Training Coursefor Slope ... · Slope Stability Analysis • The...
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Slope Stability Analysis
Ala N Aljorany/ IRAQ
Zhang Yaqing/ China
Summer Training Course for Slope Land
Disaster Reduction
Aug. (4th.-15th.), 2013
Hydrotech Research Institute
National Taiwan University
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Content
• Introduction
• Types of Slopes
• Methods of Analysis
• Limit Equilibrium Methods
• Finite Element Method
• Sample Problem Definition
• Analysis By GEOSLOPE
• Analysis By PLAXIS
• Results and Discussions
• Conclusions
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Introduction
• Geotechnical Engineer often faces the problem of
construction on sloping land or the stability of
Slopping land itself.
• The problem is simply, the tendency of sliding one
mass of soil on another slopping one or slopping
bedrock.
Slopping Land
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Types of Slopes
• Man-made Slope.
• Natural Slope.
Some times can be classified
as:
- finite slope and
- infinite slopes.
The description of slope
depend on the lateral
dimension of the sloping
land and the thickness of
sliding mass.
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Slope Stability Analysis
• The analysis of slope stability is mainly to define
the extent of stability of a certain slope.
• This can be expressed as Factor of Safety (FS):
• Mathematically, equals the resisting forces divided
by the driving forces, or the resisting moments
divided by the driving moment.
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Methods of Analysis
There are two broad approaches to analyze the problem:
•Methods that based on the Limit Equilibrium approach.
•The Finite Element Method.
In the first approach, it is assumed that the sliding soil mass
will start to move once the shear stress on a certain plane
(surface) reaches its limiting value. The surface of sliding is
called (Slip Surface).
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Infinite Slope
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Finite Slope
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Method of Slices
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Statical Indeterminacy of the Problem
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Different Slices Methods
- Ordinary or Swedish Circle (Fellenious)
Method, (Fellenious, 1936).
- Bishop’s Method, 1955.
- Spencer Method, 1967.
- Morgenstern- Price Method, 1965.
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Sample Problem
1:10
2:1
1:5
1:10
Top Soil: γ= 18, φ= 33 Deg
c= 30kPa, υ=0.35.
Rock: γ= 22, φ= 48 Deg
c= 200kPa, υ=0.2
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Geo-Slope Results
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Results of PLAXIS 8.2
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Conclusions
• The values factor of safety obtained by both
Geo-Slope and PLAXIS are almost identical.
• The shapes and locations of the most critical
slip surface obtained by both computer codes
are identical as well.
• When the top soil gets fully saturated, the
slope of the sample problem in hand becomes
no longer stable.
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Thank You
for
Your Time