FREDLUND边坡稳定未来讲义(精品)92页PPT
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To illustrate the benefits associated with improved procedures for the assessment of stresses in a slope
Outline of Presentation
Provide a brief Summary of common Limit Equilibrium methods along with their limitations (2-D & 3-Dcan the Normal Stress at the base of a slice be most accurately computed?
Consider the Free Body Diagrams used to calculate the Normal Stress?
Limit Equilibrium Methods primarily satisfy the requirements of an upper bound type of solution
Reason: the shape of slip surface is selected by the analyst and thereby a displacement boundary condition is imposed
Slices
The boundaries for a FREE BODY DIAGRAM are not known
?
?
-The SHAPE for the slip surface must be assumed -The LOCATION of the critical slip surface must be
Point of application of interslice force, E n-1
Point of application of normal force n
Take the FIRST step forward through use of an independent stress analysis
Take the SECOND step forward through use of Optimization Techniques
Is a Limit Equilibrium Analysis an Upper Bound or Lower Bound Solution?
c'b
Fs
+ [(s n - u)tanf
Fs
']b
= Sm
Factor of safety is the same for all slices
Summary of Available Equations Associated with a Limit Equilibrium Analysis
Limit Equilibrium and Finite Element Based Methods of Analyses
Limit Equilibrium Method of Analysis
Finite Element Based Method of Analysis
WW
W
W
WW
Sm = ta dl
found by TRIAL and ERROR
SHAPE and LOCATION are the driving force for a paradigm shift
Objectives of this Presentation:
To show the gradual change that is emerging in the way that slope stability analyses can be undertaken
Equations (knowns): Quantity
Moment equilibrium
n
Vertical force equilibrium
n
Horizontal force equilibrium n
Mohr-Coulomb failure criterion n
4n
Summary of Unknowns Associated with a Limit Equilibrium Analysis
Assumption for all Limit Equilibrium Analysis
Soils behave as Mohr-Coulomb materials (i.e., friction, f', and cohesion, c')
Factor of safety, Fs, for the cohesive component is equal to the factor of safety for the frictional component
Unknowns:
Quantity
Total normal force at base of slice
n
Shear force at the base of slice, Sm
n
Interslice normal force, E
n-1
Interslice shear force, X
n-1
Introduction
Limit Equilibrium methods of slices have been “Good” for the geotechnical engineering profession since the methods have produced financial benefit
Engineers are often surprised at the results they are able to obtain from Limit Equilibrium methods So Why Change?
There are Fundamental Limitations with Limit Equilibrium Methods of
Outline of Presentation
Provide a brief Summary of common Limit Equilibrium methods along with their limitations (2-D & 3-Dcan the Normal Stress at the base of a slice be most accurately computed?
Consider the Free Body Diagrams used to calculate the Normal Stress?
Limit Equilibrium Methods primarily satisfy the requirements of an upper bound type of solution
Reason: the shape of slip surface is selected by the analyst and thereby a displacement boundary condition is imposed
Slices
The boundaries for a FREE BODY DIAGRAM are not known
?
?
-The SHAPE for the slip surface must be assumed -The LOCATION of the critical slip surface must be
Point of application of interslice force, E n-1
Point of application of normal force n
Take the FIRST step forward through use of an independent stress analysis
Take the SECOND step forward through use of Optimization Techniques
Is a Limit Equilibrium Analysis an Upper Bound or Lower Bound Solution?
c'b
Fs
+ [(s n - u)tanf
Fs
']b
= Sm
Factor of safety is the same for all slices
Summary of Available Equations Associated with a Limit Equilibrium Analysis
Limit Equilibrium and Finite Element Based Methods of Analyses
Limit Equilibrium Method of Analysis
Finite Element Based Method of Analysis
WW
W
W
WW
Sm = ta dl
found by TRIAL and ERROR
SHAPE and LOCATION are the driving force for a paradigm shift
Objectives of this Presentation:
To show the gradual change that is emerging in the way that slope stability analyses can be undertaken
Equations (knowns): Quantity
Moment equilibrium
n
Vertical force equilibrium
n
Horizontal force equilibrium n
Mohr-Coulomb failure criterion n
4n
Summary of Unknowns Associated with a Limit Equilibrium Analysis
Assumption for all Limit Equilibrium Analysis
Soils behave as Mohr-Coulomb materials (i.e., friction, f', and cohesion, c')
Factor of safety, Fs, for the cohesive component is equal to the factor of safety for the frictional component
Unknowns:
Quantity
Total normal force at base of slice
n
Shear force at the base of slice, Sm
n
Interslice normal force, E
n-1
Interslice shear force, X
n-1
Introduction
Limit Equilibrium methods of slices have been “Good” for the geotechnical engineering profession since the methods have produced financial benefit
Engineers are often surprised at the results they are able to obtain from Limit Equilibrium methods So Why Change?
There are Fundamental Limitations with Limit Equilibrium Methods of