Simulation of cyclic shearing of sand at low effective stress

Christine M Sands, Howard W Chandler

Research output: Contribution to journalArticle

4 Citations (Scopus)

Abstract

This paper presents a very simple soil model of reduced dimensionality, that, using only two adjustable parameters, captures all the essential features of a set of six undrained cyclic torsional shear tests carried out on Toyoura sand by Oka and co-workers. The same values for all the model parameters (all but two of which are obtained from published data) are used for all six tests and very good agreement between the experimental test results and the simulations is achieved. Simulations of drained tests are also presented. The model uses a parameter that stores the recent strain history of the soil and that the authors show can be related to Houlsby's anisotropy parameter. The relationship between the volume and shear strain increments contains two terms. The first term simulates continual compaction while the second can predict additional compaction or dilatancy, depending on the direction of the shear strain increment. These two terms cancel each other out during continuous deformation at the critical state, but reinforce each other on reversal to predict the rapid densification observed experimentally.

Original languageEnglish
Pages (from-to)983-992
Number of pages10
JournalGéotechnique
Volume61
Issue number11
DOIs
Publication statusPublished - Jul 2011

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effective stress
Shearing
Sand
Shear strain
sand
shear strain
Compaction
simulation
Soils
compaction
drained test
Densification
critical state
dilatancy
Anisotropy
shear test
anisotropy
soil
parameter
history

Cite this

Simulation of cyclic shearing of sand at low effective stress. / Sands, Christine M; Chandler, Howard W.

In: Géotechnique, Vol. 61, No. 11, 07.2011, p. 983-992.

Research output: Contribution to journalArticle

Sands, Christine M ; Chandler, Howard W. / Simulation of cyclic shearing of sand at low effective stress. In: Géotechnique. 2011 ; Vol. 61, No. 11. pp. 983-992.
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