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S. Pietruszczak and G.N. Pande

Abstract

In this paper, a simple generalization of Darcy’s law is proposed for the description of hydraulic properties of anisotropic porous materials. The coefficient of permeability is defined as a scalarvalued function of orientation. The principal directions of permeability are determined from a fabric descriptor specifying the distribution of average pore size. An example is provided for identification of material parameters, which is based on an idealized “pipe network model”. A procedure for defining the anisotropy in strength properties, which incorporates a conceptually similar approach, is also reviewed and an illustrative example is provided.

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Zenon Szypcio

idealised granular material in the direct shear apparatus, Geotechnique, 2006, 56, No. 7, 455-468. [9] GUTIERREZ M., WANG J., Non-coaxial version of Rowe’s stress-dilatancy relation, Granular Matter., 11, 129-137. [10] HOSONO Y., YOSHIMINE M., Liquafaction of sand in simple shear condition. Cyclic Behaviour of Soils and Liquafaction Phenomena, Triantafyllidis T. (ed.), Balkema, Rotterdam 2004. [11] HOSONO Y., YOSHIMINE M., Liquafaction of sand in simple shear condition, Proc. of Int. Conf. on Cyclic Behaviour of Soils and

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Ramesh Chand

–5424. [10] T oms B.A., S trawbridge D.J., Elastic and viscous properties of dilute solutions of polymethyl methacrylate in organic liquids , Trans. Faraday Soc., 1953, 49, 1225–1232. [11] O ldroyd J.G., Non-Newtonian effects in steady motion of some idealized elastico-viscous liquids , Proc. Roy. Soc. (London), 1958, A245, 1241, 278–297. [12] G reen T., Convective instability of a visco-elastic fluid heated from below Phy , Fluids, 1968, 11(7), 1410–1412. [13] V est C.M., A rpaci V., Overstability of visco-elastic fluid layer heated from below

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Zenon Szypcio

of an idealized anisotropic granular material, Soils and Foundations, 1980, Vol. 20, No. 3, 75-90. [30] TATSUOKA F., SIDDIQUEE M.S.A., PARK CH.-S., SAKAMOTO M., ABE F., Modelling stress-strain relations of sand, Soils and Foundations, 1993, Vol. 33, No. 2, 60-81. [31] TATSUOKA F., Laboratory stress-strain tests for developments in geomechanical engineering research and practice, Int. Symposium on Deformation Characteristics of Geomaterials, Seoul, Korea, 2011. [32] TAYLOR D., Fundamentals of Soil Mechanics, John Wiley

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Youcef Mahmoudi, Abdellah Cherif Taiba, Leila Hazout, Wiebke Baille and Mostefa Belkhatir

instability lines. However, they suggested that the instability line obtained from undrained tests could be used to predict the instability observed under decreasing mean normal stresses. Similarly, [ 31 ] idealised the observed instability conditions by a straight line and named it the ‘failure initiation line’. [ 11 ] also stated that the obtained instability line is the same for conventional undrained triaxial tests for a given void ratio. [ 15 ] reported from triaxial compression test results on sand samples prepared using two fabric methods such as DFP and WD that the