Response of granular soil along constant stress increment ratio path.

The stress‐strain response of a granular soil along constant stress increment ratio paths is experimentally investigated for the condition of σ2=σ3. Since the strains manifested along such paths can be very small, several measures have been developed to improve the accuracy of the strain measurements. A more accurate method of isolating the elastic strain has also been developed to enable reliable determination of plastic strain increment ratio. Test data unambiguously indicate that the elastic response is anisotropic, and the degree of anisotropy increases with the principal stress ratio. The plastic strain increment ratio so deduced from test data is dependent on the stress increment ratio, but can be predicted by combining Rowe's stress dilatancy equation and the energy equation of the Cam‐Clay model. This leads to a new method of predicting the stress‐strain response along such paths. The input parameters can be determined from constant σ3 tests and constant principal‐stress ratio tests. Excellent agr...

[1]  A. Schofield,et al.  On The Yielding of Soils , 1958 .

[2]  P. Newland,et al.  Volume Changes During Undrained Triaxial Tests on Saturated Dilatant Granular Materials , 1959 .

[3]  P. W. Rowe.  The stress-dilatancy relation for static equilibrium of an assembly of particles in contact , 1962, Proceedings of the Royal Society of London. Series A. Mathematical and Physical Sciences.

[4]  A. Schofield,et al.  Yielding of Clays in States Wetter than Critical , 1963 .

[5]  Michael R. Horne,et al.  The behaviour of an assembly of rotund, rigid, cohesionless particles. I , 1965, Proceedings of the Royal Society of London. Series A. Mathematical and Physical Sciences.

[6]  Laing Barden,et al.  INCREMENTAL STRAIN RATE RATIOS AND STRENGTH OF SAND IN THE TRIAXIAL TEST , 1966 .

[7]  Zenon Mróz,et al.  On the description of anisotropic workhardening , 1967 .

[8]  K. Roscoe,et al.  ON THE GENERALIZED STRESS-STRAIN BEHAVIOUR OF WET CLAY , 1968 .

[9]  Kenji Ishihara,et al.  Yielding of Sand in Triaxial Compression , 1974 .

[10]  Poul V. Lade,et al.  Elasto-plastic stress-strain theory for cohesionless soil with curved yield surfaces , 1977 .

[11]  P. A. Vermeer,et al.  A double hardening model for sand , 1978 .

[12]  O. Zienkiewicz,et al.  An anisotropic hardening model for soils and its application to cyclic loading , 1978 .

[13]  F. Molenkamp,et al.  Modelling and minimization of membrane penetration effects in tests on granular soils , 1981 .

[14]  R. Sarsby.  Discussion of “Elastic and Plastic Strain Properties of Sand” by Chin‐Su Ting (May, 1982) , 1983 .

[15]  R. Sarsby.  Discussion to “Stress Analysis of Dummy Rod Method for Sand Specimens” by Han‐Chin Wu and G. S. Chang (September, 1982) , 1983 .

[16]  Richard J. Jardine,et al.  The measurement of soil stiffness in the triaxial apparatus , 1984 .

[17]  R. Nova,et al.  Membrane Penetration Effects in Triaxial Testing , 1984 .

[18]  A. Fourie,et al.  Studies of the influence of non-linear stress-strain characteristics in soil-structure interaction , 1986 .

[19]  Chandrakant S. Desai,et al.  A hierarchical approach for constitutive modelling of geologic materials , 1986 .