# Critical state soil mechanics via finite elements by Arul M. Britto, Michael J. Gunn

By Arul M. Britto, Michael J. Gunn

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Additional resources for Critical state soil mechanics via finite elements

Sample text

6. Calculate the elastic volumetric strain for this increment from the /{-line equation. 7. The plastic volumetric strain for this increment is equal to minus the elastic strain calculated in 6. ) 8. Calculate the shear strain for this increment from the plastic volumetric strain and the Cam-clay flow rule (use values of p' and q corresponding to the start of the increment). 9. Use the shear strain obtained in 8. to calculate Ofa and Of r (using the fact that the volumetric strain is zero). 10.

The modified Cam-clay yield locus is elliptical in shape: this is the main difference between modified Cam-clay and Cam-clay. Because of this different shape of the yield locus the vertical distance between the isotropic NCL and the CSL becomes (A. - K) In (2) rather than A. - K. 3 Modified Cam-clay Although Cam-clay makes a significant step forward in the modelling of soil behaviour, there are some aspects of stress-strain modelling where it is deficient. Of course, it is not alone in this respect.

1 INTRODUCTION In Chapter 1 we presented the underlying assumptions and basic equations of Biot's consolidation theory. The system of partial differential equations that was obtained described the relationship between total and effective stresses, excess pore pressures, strains and artificial seepage velocities at one point in a body of soil. These equations were obtained by applying physical balance laws (describing equilibrium of stresses and continuity of volumetric strain with water flow) to infinitesimally small elements of soil.