Numerical Modelling of Instability in Strain-Softening Soils - NGI

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20Downward progressive failureEAForceABWeak layerStrainsofteningτAδ Aδ A ≠ δ BτBδ Bxτ 0δ δInitial shear stressxICG Symposium Geohazards and Society November 2012
21Downward progressive failure• Slope resistance depends on:StiffnessPeak strengthSoftening behaviourτ 0Initial shearstress level• Higher resistance for:– Higher stiffness– Higher peak strength– Lower rate of strain softening (perfect plastic = zero strain softening)– Lower initial stress levelxICG Symposium Geohazards and Society November 2012
Page 1 and 2: 1Numerical Modelling of Instability
Page 3 and 4: 3KaareHöeg1972
Page 5 and 6: 5Strain-Softening Soils• Kattmark
Page 7 and 8: 7Strain-Softening Soils• Esp 01.0
Page 9 and 10: 9Sensitive clay• CIUc triaxial te
Page 11 and 12: (ICSMFE Mexico, 1969)ICG Symposium
Page 13 and 14: RIGID SPRINGSCOMPRESSIBLE SPRINGSΔ
Page 15 and 16: ICG Symposium Geohazards and Societ
Page 17: 17Downward progressive failureEAFor
Page 22: 22Downward progressive failure• I
Page 25 and 26: 25Downward progressive failureICG S
Page 27 and 28: 27Softening gives mesh dependencyδ
Page 29 and 30: Regularization - non-local strainp*
Page 31 and 32: Slope stability problem“Almost”
Page 33 and 34: Material model - NGI-ADPSoftτs uCf
Page 35 and 36: Slides by Francesco Bonadies, Univ.
Page 37 and 38: 37SmårødICG Symposium Geohazards
Page 43 and 44: Initial stresses are difficult to e
Page 45 and 46: Effect of softening:Karlsrud/NGIHan
Page 47 and 48: 47Excess pore pressure• Strain so
Page 49 and 50: 49Concluding remarks• Numerical M

Numerical Modelling of Instability in Strain-Softening Soils - NGI

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