STABILITY ANALYSIS OF SLOPE - Information and Library...

Limit equilibrium Method (LEM)

Advantage of LEM

Limitation of LEM

Numerical modeling

Advantage

Limitation

STABILITY ANALYSIS OF SLOPE

Software based on Limit equilibrium Method

SLIDE (rocscience group)

GALENA

GEO-SLOPE

GEO5

GGU

SOILVISION

Software based on Numerical modeling

PHASES2

PLAXIS

FLAC-SLOPE / UDEC / PPF

ANSYS

FEFLOW

GEOSLOPE/SIGMA

SOIL-VISION

Required input properties

Young modulus

Poisson ratio

Density

Failure criterion:

M-C H-B

Cohesion UCS

Friction angle m & s

Numerical modeling

Type of failure mechanism

Physico-mechanical behaviour of slope material

Types of analysis

Numerical modeling

• Continuum modellingFEM, BEM and FDM

• Discontinuum modelling

DEM, UDEC

• Hybrid modellingPPF,

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

§ 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

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

Continuum modelling

• Typical Input required

Moduls of Elasticity

Poision ratio

Density

Shear strength

(cohesion and friction angle)

Model Behavior

Continuum modelling

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

• Continuum modelling (water simulation)

Pore water pressure

Ground water table

Infiltration of rain water

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

Discontinuum modelling

cohesion joint dilation jointfriction jointjoint normal stiffnessjoint shear stiffness

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;

Important considerations

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

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

Selecting appropriate zone size

Different view discritized view of internal dump slope

Boundary conditions

Typical recommendations for locations of artificial far-field boundaries in slope stability analyses.

Water pressure

Simulation of rain water infiltration and generation of water table

Excavation sequence

Show the sequential excavation

Stability / failure indicators

Factor of safety

Displacement ( x and Y)

Shear Strain

Yield Points

Plastic Points

unbalance force/ convergence of solution

Velocity


Factor of safety

CF

C trialtrial 1

=

( )φφ tan1arctan trialtrial

F=


Displacement ( x and Y)


Shear Strain


Yield Points


Velocity Vector


unbalance force/ convergence of solution

STABILITY ANALYSIS OF SLOPE - Information and Library...

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