stability analysis of slope - information and library...
TRANSCRIPT
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Limit equilibrium Method (LEM)
Advantage of LEM
Limitation of LEM
Numerical modeling
Advantage
Limitation
STABILITY ANALYSIS OF SLOPE
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Software based on Limit equilibrium Method
SLIDE (rocscience group)
GALENA
GEO-SLOPE
GEO5
GGU
SOILVISION
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Software based on Numerical modeling
PHASES2
PLAXIS
FLAC-SLOPE / UDEC / PPF
ANSYS
FEFLOW
GEOSLOPE/SIGMA
SOIL-VISION
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Required input properties
Young modulus
Poisson ratio
Density
Failure criterion:
M-C H-B
Cohesion UCS
Friction angle m & s
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Numerical modeling
Type of failure mechanism
Physico-mechanical behaviour of slope material
Types of analysis
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Numerical modeling
• Continuum modellingFEM, BEM and FDM
• Discontinuum modelling
DEM, UDEC
• Hybrid modellingPPF,
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What are the conditions of slope in the field
§ Simple slope with single, two or three joints
§ Large number of joint sets present in the slope
§ Heavily jointed rock slope
§ Waste dump / very weak rock / soil
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§ Simple slope with single, two or three joints
§ large number of joint sets present in the slope
§ Heavily jointed rock
§ Waste dump / very weak rock / soil
§ Properties of each Joints strength
§ Properties of each joint set or combined properties
§ Properties of jointed rock mass
§ Properties of waste rock
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Continuum modelling
Continuum modeling is best suited for the analysis of slopes that are comprised of massive, intactrock, weak rocks, and soil-like or heavily jointed rock masses. Discontinuum modeling isappropriate for slopes controlled by discontinuity behaviour.
Critical Parameters: shear strength of material, constitutive criteria, watercondition, insitu stress state
Advantages: Allows for material deformation and failure, model complexbehaviour, pore pressures, creep deformation and/or dynamic
loading can be simulated
Limitations: inability to model effects of highly jointed rock
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Continuum modelling
• Typical Input required
Moduls of Elasticity
Poision ratio
Density
Shear strength
(cohesion and friction angle)
Model Behavior
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Continuum modelling
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Typical Input required
• Moduls of Elasticity for rockand joints
• Poision ratio for rock and joints
• Density
• Shear strength for rock andjoints
• Joint behaviour
• Water pressure
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• Continuum modelling (water simulation)
Pore water pressure
Ground water table
Infiltration of rain water
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Discontinuum modelling
Discontinuum modeling is appropriate for slopes controlled by discontinuity behaviour
Critical Parameters: discontinuity stiffness and shear strength; groundwatercharacteristics; in situ stress state.
Advantages: Allows for block deformation and movement of blocks relative to eachother, can modeled with combined material and discontinuity behaviourcoupled with hydro - mechanical and dynamic analysis
Limitations: need to simulate representative discontinuity geometry (spacing,persistence, etc.); limited data on joint properties available
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Discontinuum modelling
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Discontinuum modelling
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cohesion joint dilation jointfriction jointjoint normal stiffnessjoint shear stiffness
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Hybrid modelling
Hybrid codes involve the coupling of these two techniques (i.e. continuum and discontinuum) to maximize their key advantages.
Critical Parameters: Combination of input parameters
Advantages: Coupled finite-/distinctelement models able to simulate intactfracture propagation and fragmentation of jointed and bedded rock.
Limitations: high memory capacity;
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Important considerations
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Two-dimensional analysis versus three-dimensional analysis
3D Simulation by Ansys software based on Finite element method
2D Simulation by Geoslopesoftware based on Finite element method
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Continuum versus discontinum models
2D simulation of bench slope by FLAC based on finite difference method
3D simulation of slope 3DEC software based on discontinummodeling
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Selecting appropriate zone size
Different view discritized view of internal dump slope
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Boundary conditions
Typical recommendations for locations of artificial far-field boundaries in slope stability analyses.
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Water pressure
Simulation of rain water infiltration and generation of water table
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Excavation sequence
Show the sequential excavation
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Stability / failure indicators
Factor of safety
Displacement ( x and Y)
Shear Strain
Yield Points
Plastic Points
unbalance force/ convergence of solution
Velocity
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Stability / failure indicators
Factor of safety
CF
C trialtrial 1
=
( )φφ tan1arctan trialtrial
F=
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Stability / failure indicators
Displacement ( x and Y)
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Stability / failure indicators
Shear Strain
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Stability / failure indicators
Yield Points
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Stability / failure indicators
Velocity Vector
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Stability / failure indicators
unbalance force/ convergence of solution
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