Unified description of sand behavior

Abstract

In this paper, the mechanical behavior of sand, was systematically described and modeled with a elastoplastic model proposed by Zhang et al. [1]. Without losing the generality of the sand, a specific sand called as Toyoura sand, a typical clean sand found in Japan, has been discussed in detail. In the model, the results of conventional triaxial tests of the sand under different loading and drainage conditions were simulated with a fixed set of material parameters. The model only employs eight parameters among which five parameters are the same as those used in Cam-clay model. Once the parameters are determined with the conventional drained triaxial compression tests and undrained triaxial cyclic loading tests, then they are fixed to uniquely describe the overall mechanical behaviors of the Toyoura sand, without changing the values of the eight parameters irrespective of what kind of the loadings or the drainage conditions may be. The capability of the model is discussed in a theoretical way.

Keywords

constitutive model / sand / stress-induced anisotropy / density / structure

References

[1] Zhang F, Ye B, Noda T, Explanation of cyclic mobility of soils: approach by stress-induced anisotropy. Soisl and Foundations, 2007, 47(4): 635–648

[2] Asaoka A, Nakano M, Noda T. Super loading yield surface concept for the saturated structured soils. In: Proceedings of the 4th European Conference on Numerical Methods in Geotechnical Engineering-NUMGE98. Udine, 1998, 232–242

[3] Castro G. Liquefaction of sand. Dissertation for the Doctoral Degree. Cambridge: Harvard Soil Mech Series, 1969, No 81

[4] Castro G. Liquefaction and cyclic mobility of saturated sands. Journal of Geotechnical Engineering, 1975, 101(GT6): 551–569

[5] Castro G, Poulos S. Factors affecting liquefaction and cyclic mobility. Journal of Geotechnical Engineering, 1977, 103(GT6): 501–516

[6] Tatsuoka F, Muramatsu M, Sasaki T. Cyclic undrained stress-strain behavior of dense sand by torsional simple shear test. Soils and Foundations, 1982, 22(2): 55–70

[7] Asaoka A. Consolidation of clay and compaction of sand. In: Proceedings of the 12th Asian Regional Conference of International Society for Soil Mechanics and Geotechnical Engineering. Singapore, 2003, 2

[8] Finn W D, Pickering D J. Effect of strain history on liquefaction of sand. Journal of the Geotechnical Engineering Division, 1970, SM6: 1917–1934

[9] Ishihara K, Okada S. Effects of stress history on cyclic behavior of sand. Soisl and Foundations, 1978, 18(4): 31–45

[10] Ishihara K, Okada S. Effects of large preshearing on cyclic behavior of sand. Soisl and Foundations, 1982, 22(3): 109–125

[11] Oda M, Kawamoto K, Suzuki K, Microstructural interpretation on reliquefaction of saturated granular soils under cyclic loading. Journal of Geotechnical and Geoenvironmental Engineering, 2001, 127(5): 416–423

[12] Kato S, Ishihara K, Towhata I. Undrained shear characteristics of saturated sand under anisotropic consolidation. Soisl and Foundations, 2001, 41(1): 1–11

[13] Hyodo M, Tanimizu H, Yasufuku N, Undrained cyclic and monotonic triaxial behavior of saturated loose sand. Soisl and Foundations, 1994, 34(1): 19–32

[14] Meneses J, Ishihara K, Towhata I. Effects of superimposing cyclic shear stress on the undrained behavior of saturated sand under monotonic loading. Soisl and Foundations, 1998, 38(42): 115–127

[15] Verdugo R, Ishihara K. The steady state of sandy soils. Soils and Foundations, 1996, 36(2): 81–91

[16] Hinokio M. Deformation characteristic of sand subjected to monotonic and cyclic loadings and its application to bearing capacity problem. Dissertation for the Doctoral Degree. Nagoya: Nagoya Institute of Technology, 2000, 141–144 (in Japanese)

[17] Nakai T, Mihara Y. A new mechanical quantity for soils and its application to elastoplastic constitutive models. Soisl and Foundations, 1984, 24(2): 82–94

[18] Nakai T, Matsuoka H. A generalized elastoplastic constitutive model for clay in a three-dimensional stresses. Soisl and Foundations, 1986, 26(3): 81–89

[19] Nakai T. An isotropic hardening elastoplastic model for sand considering the stress path dependency in three-dimensional stresses. Soisl and Foundations, 1989, 29(1): 119–137

[20] Nakai T, Hinokio M. A simple elastoplastic model for normally and over consolidated soils with unified material parameters, 2004, 44(2): 53–70

[21] Yamada S, Takamori T, Sato K. Effect on reliquefaction resistance produced by changes in anisotropy during liquefaction. Soisl and Foundations, 2010, 50(1): 9–25

[22] Oka F, Ohno Y. Cyclic plasticity models for sand and clay. In: Proceedings of 9th World Conference on Earthquake Engineering. Tokyo, 1988, III: 273–278

[23] Oka F, Yashima A, Kato M, A constitutive model for sand based on the non-linear kinematic hardening rule and its application. In: Proceedings of the 10th World Conference of Earthquake Engineering. Madrid, 1992, 2529–2534

[24] Yashima A, Oka F, Shibata T, Liquefaction analysis by LIQCA. In: Proceedings of JGS Conference on Liquefaction of Ground and its Counter measure, 1991. 165–174 (in Japanese)

[25] Hashiguchi K, Ueno M. Elastoplastic constitutive laws of granular material, Constitutive Equations of Soils. In: Proceedings of the 9th International Conference on Soil Mechanics and Foundation Engineering. Spec Ses 9, Tokyo, JSSMFE, 1977, 73–82

[26] Hashiguchi K. Plastic constitutive equations of granular materials. In: Proceedings of US-Japan Seminar on Continuum Mechanics and Statistical Approaches in the Mechanics of Granular-Materials. Sendai, JSSMFE, 1978, 321–329

[27] Hashiguchi K. Subloading surface model in unconventional plasticity. International Journal of Solids and Structures, 1989, 25(8): 917–945

[28] Asaoka A, Nakano M, Noda T. Superloading yield surface concept for highly structured soil behavior. Soils and Foundations, 2000, 2(40): 99–110

[29] Asaoka A, Nakano M, Noda T, Delayed compression/consolidation of naturally clay due to degradation of soil structure. Soisl and Foundations, 2000, 3(40): 75–85

[30] Roscoe K H, Schofield A N, Thurairajah A. Yielding of clays in states wetter than critical. Géotechnique, 1963, 13(3): 250–255

[31] Roscoe K H, Burland J B. On the generalized stress-strain behavior of “wet clay”. In: Heyman J, Leckie F A, eds. Engineering Plasticity. London: Cambridge University Press, 1968, 535–609

[32] Sekiguchi H. Rheological characteristics of clays. In: Proceedings of the International conference on Soil Mechanics and Foundation Engineering. Tokyo, 1977, 1: 289–292

[33] Hashiguchi K, Chen Z P. Elasto-plastic constitutive equations of soils with the subloading surface and the rotational hardening. International Journal for Numerical and Analytical Methods in Geomechanics, 1998, 22(3): 197–227

[34] Asaoka A, Noda T, Yamada E, An elasto-plastic description of two distinct volume change mechanisms of soils. Soisl and Foundations, 2002, 42(5): 47–57

[35] Yao Y P, Sun D A, Matsuoka H. A unified constitutive model for both clay and sand with hardening parameter independent on stress path. Computers and Geotechnics, 2008, 35(2): 210–222

[36] Wan Z, Yao Y P, Wang N D, 3-D Zhang's model based on the TS method. Soils and Foundations, 2011 (In press)

[37] Hashiguchi K. Fundamental requirements and formulation of elasto-plastic constitutive equations with tangential plasticity. International Journal of Plasticity, 1993, 9(5): 525–549

[38] Zienkiewicz O C, Taylor R L. The Finite Element Method. 4th ed. London: McGraw-Hill, 1991, Vol. 2

[39] Ye B. Experiment and Numerical Simulation of Repeated Liquefaction-Consolidation of Sand. Dissertation for the Doctoral Degree. Gifu: Gifu University, 2007

[40] Ye B, Ye G, Zhang F, Experiment and numerical simulation of repeated liquefaction-consolidation of sand. Soils and Foundations, 2007, 47(3): 547–558

[41] Ishihara K. Liquefaction and flow failure during earthquake. Géotechnique, 1993, 43(3): 351–451

[42] Nakai K. An elasto-plastic constitutive modeling of soils based on the evolution laws describing collapse of soil skeleton structure, loss of overconsolidation and development of anisotropy. Dissertation for the Doctoral Degree. Nagoya: Nagoya University, 2005 (in Japanese)

[43] Ye B, Ye G L, Zhang F.Numerical modeling of changes in anisotropy during liquefaction. Soils and Foundations, 2011 (In press)

RIGHTS & PERMISSIONS

Higher Education Press and Springer-Verlag Berlin Heidelberg