Stress-Dilatancy for Soils. Part II: Experimental Validation for Triaxial Tests

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Abstract

Different forms of the stress-dilatancy relations obtained based on the frictional theory for the triaxial condition are presented. The analysed test data show that the shear resistance of many soils is purely frictional. The angle Φ0 represents the resistance of the soil as a combined effect of sliding and particle rolling on the macro-scale during shear at the critical frictional state. The stress-plastic dilatancy relations differ not only for triaxial compression and extension but also for drained and undrained conditions. The experiment investigated shows the correctness of the frictional state theory in the triaxial condition.

References

  • [1] BARDEN L., KHAYATT A., Incremental strain rate ratios and strength of sand in the triaxial test, Geotechnique, 1966, 16, No. 4, 338-357.

  • [2] BARDET I.P., PROUBET J., A numerical investigation of the structure of persistent shear bands in granular media, Geotechnique, 1991, 41, No. 4, 599-613.

  • [3] BEEN K., JEFFERIES M., Stress-dilatancy in very loose sand, Canadian Geotechnical Journal, 2004, 41, 972-989.

  • [4] BISHOP A.W., Sixth Rankine Lecture. Strength of soils as engineering materials, Geotechnique, 1966, 16, No. 2, 91-128.

  • [5] BOLTON M.D., The strength and dilatancy of sands, Geotechnique, 1986, 36, No. 1, 65-78.

  • [6] COOP M.R., WILSON S.M., Behaviour of Hydrocarbon Reservoir Sands and Sandstones, Journal of Geotechnical and Geoenvironmental Engineering, 2003, 129, No. 11, 1010-1019.

  • [7] CORNFORTH D.H., Some experiments on the influence of strain conditions on the strength of sand, Geotechnique, 1864, 36, No. 1, 65-78.

  • [8] COTECCHIA F., CHANDLER R.J., The influence of structure on the pre-failure behaviour of a natural clay, Geotechnique, 1997, 47, No. 3. 523-544.

  • [9] COTECCHIA F., CHANDLER R.J., A general framework for the mechanical behaviour of clays, Geotechnique, 2000, 50, No. 4, 431-447.

  • [10] CRESSWELL A., POWRIE W., Triaxial tests on an unbonded locked sand, Geotechnique, 2004, 54, No. 2, 107-115.

  • [11] CUCCOVILLO T., COOP M.R., On the mechanics of structured sands, Geotechnique, 1999, 49, No. 6, 741-760.

  • [12] FEARON R., The behaviour of structurally complex clay from Italian landslide, PhD Thesis. City University London, UK, 1998.

  • [13] FEARON R.E., COOP M.R., Reconstitution: what makes an appropriate reference material? Geotechnique, 2000, 50, No. 4, 471-477.

  • [14] GREEN G.E., READES D.W., Boundary conditions, anisotropy and sample shape effects on the stress-strain behaviour of sand in triaxial compression and plane strain, Geotechnique, 1975, 25, No. 2, 333-356.

  • [15] JEFFERIES M.G., Nor-Sand: a simple critical state model for sand, Geotechnique, 1993, 43, No. 1, 91-103.

  • [16] JEFFERIES M.G., Plastic work and isotropic softening in unloading, Geotechnique, 1997, 47, No. 5, 1037-1042.

  • [17] JEFFERIES M.G., SHUTTLE D.A., Dilatancy in general Cambridge- type model, Geotechnique, 2002, 52, No. 9, 625-638.

  • [18] LI X.S., DAFALIAS Y.F., Dilatancy for cohesionless soils, Geotechnique, 2000, 50, No. 4, 449-460.

  • [19] MANZARI M.T., DAFALIAS Y.F., A critical state two-surface plasticity model for sands, Geotechnique, 1997, 47, No. 2, 255-272.

  • [20] NOVA R., A constitutive model under monotonic and cyclic loading, [in:] Soil mechanics-transient and cyclic loads, G. Pande, O.C. Zienkiewicz (eds.), John Wiley & Sons, Ltd., New York, 1982, 343-373.

  • [21] ODA M., KAZAMA H., Microstructure of shear bands and its relation to the mechanisms of dilatancy and failure of dense granular soils, Geotechnique, 1998, 48, No. 4, 465-481.

  • [22] ODA M., KONISHI J., NEMAT-NASSER S., Experimental micromechanical evaluation of strength of granular materials: effect of particle rolling, Mech. Mater., 1982, 1, 267-283.

  • [23] ROSCOE K.H., BURLAND J.B., On the generalized stressstrain behaviour of ‘wet’ clay, [in:] Engineering plasticity, J. Heyman, F.A. Leckie (eds.), Cambridge University Press, London, UK, 1968, 535-609.

  • [24] ROSCOE K.H., SCHOFIELD A.N., THURAIRAJAH A., Yielding of clays in states wetter than critical, Geotechnique, 1963, 13, No. 2, 211-240.

  • [25] ROWE P.W., The stress-dilatancy relation for static equilibrium of an assembly of particles in contact, Proc. Roy. Soc., Ser. A, 1962, 269, 500-527.

  • [26] SCHOFIELD A., WROTH C.P., Critical state soil mechanics, McGraw-Hill, London, UK, 1968.

  • [27] SKINNER A.E., A note on the influence of inter-particle friction on the shearing strength of a random assembly of spherical particles, Geotechnique, 1969, 19, 150-157.

  • [28] SZYPCIO Z., Stress-dilatancy for soils. Part I: The frictional state theory, Studia Geotechnica et Mechanica, 2016, Vol. 38, No. 4, 51-57.

  • [29] VENTOURAS K., Engineering behaviour of Thanet sand, PhD Thesis. University of London, UK, 2005.

  • [30] VENTOURAS K., COOP M.R., On the behaviour of Thanet Sand: an example of an uncemented natural sand, Geotechnique, 2009, 59, No. 9, 727-738.

  • [31] WAN R., GUO P., Effect of microstructure on undrained behaviour of sands, Can. Geotech. J., 2001, 38, 16-28.

  • [32] WAN R., GUO P., AL-MAMUN M., Behaviour of granular material in relation to their fabric dependencies, Soils and Foundations, 2005, 45, No. 2, 77-86.

  • [33] WOOD D.M., Soil behaviour and critical state soil mechanics, Cambridge University Press. Cambridge, 1990.

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