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Acta Mechanica Solida Sinica

, Volume 24, Issue 3, pp 216–230 | Cite as

Modelling strain-rate-dependency of natural soft clays combined with anisotropy and destructuration

  • Zhen-Yu Yin
  • Minna Karstunen
Article

Abstract

The paper aims to investigate modelling the strain-rate-dependency of natural soft clays combined with anisotropy and destructuration using an elasto-viscoplastic model. The model is based on Perzyna’s overstress theory and the elastoplastic model S-CLAY1S. Tests at constant strain-rate and creep tests under both one-dimensional and triaxial conditions on several clays are simulated. Simulations highlight the loading scenarios in which it is necessary to account for anisotropy and/or destructuration in order to get accurate predictions. Comparisons between the predicted and measured results demonstrate that the proposed model can successfully reproduce the time-dependent behaviour of natural soft clays under different loading conditions.

Key words

anisotropic materials creep debonding time-dependent 

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References

  1. [1]
    Burland, J.B., On the compressibility and shear strength of natural clays. Géotechnique, 1990, 40(3): 329–378.CrossRefGoogle Scholar
  2. [2]
    Diaz Rodriguez, J.A., Leroueil, S. and Alemá, J. D., Yielding of Mexico City clay and other natural clays. Journal of Geotechnical Engineering, 1992, 118(7): 981–995.CrossRefGoogle Scholar
  3. [3]
    Tavenas, F. and Leroueil, S., Effects of stresses and time on yielding of clays. In: The 9th International Conference on Soil Mechanics and Foundation Engineering, 1977: 319–326.Google Scholar
  4. [4]
    Wheeler, S.J., Näätänen, A., Karstunen, M. and Lojander, M., An anisotropic elasto-plastic model for soft clays. Canadian Geotechnical Journal, 2003, 40(2): 403–418.CrossRefGoogle Scholar
  5. [5]
    Roscoe, K.H. and Burland, J.B., On the Generalized Stress-Strain Behaviour of ‘Wet’ Clay, Engineering Plasticity. Cambridge University Press, 1968: 553–609.Google Scholar
  6. [6]
    Karstunen, M., Koskinen, M., Plastic anisotropy of soft reconstituted clays. Canadian Geotechnical Journal, 2008, 45(3): 314–328.CrossRefGoogle Scholar
  7. [7]
    Leroueil, S. and Vaughan, P.R., The general and congruent effects of structure in natural soils and weak rocks. Géotechnique, 1990, 40(3): 467–488.CrossRefGoogle Scholar
  8. [8]
    Leroueil, S., Tavenas, F., Brucy, F., La Rochelle, P. and Roy, M., Behaviour of destructured natural clays. ASCE Journal of Geotechnical Engineering, 1979, 105(6): 759–778.Google Scholar
  9. [9]
    Gens, A. and Nova, R., Conceptual bases for a constitutive model for bonded soils and weak rocks. In: Proceedings of International Symposium on Hard Soils — Soft Rocks. Athens, 1993: 485–494.Google Scholar
  10. [10]
    Karstunen, M., Krenn, H., Wheeler, S.J., Koskinen, M. and Zentar, R., The effect of anisotropy and destructuration on the behaviour of Murro test embankment. ASCE International Journal of Geomechanics, 2005, 5(2): 87–97.CrossRefGoogle Scholar
  11. [11]
    Vaid, Y.P. and Campanella, R.G., Time-dependent behaviour of undisturbed clay. ASCE Journal of Geotechnical Engineering, 1977, 103(7): 693–709.Google Scholar
  12. [12]
    Nakase, A. and Kamei, T., Influence of strain rate on undrained shear characteristics of K0-consolidated cohesive soils. Soils and Foundations, 1986, 26(1): 85–95.CrossRefGoogle Scholar
  13. [13]
    Sheahan, T.C., Ladd, C.C. and Germaine, J.T., Rate-dependent undrained shear behaviour of saturated clay. ASCE Journal of the Geotechnical Engineering, 1996, 122(2): 99–108.CrossRefGoogle Scholar
  14. [14]
    Yin, J.H. and Cheng, C.M., Comparison of strain-rate dependent stress-strain behaviour from K0-consolidated compression and extension tests on natural Hong Kong Marine deposits. Marine Georesources and Geotechnology, 2006, 24(2): 119–147.MathSciNetCrossRefGoogle Scholar
  15. [15]
    Leroueil, S., Kabbaj, M., Tavenas, F. and Bouchard, R., Stress-strain-strain-rate relation for the compressibility of sensitive natural clays. Géotechnique, 1985, 35(2): 159–180.CrossRefGoogle Scholar
  16. [16]
    Kutter, B.L. and Sathialingam, N., Elastic-viscoplastic modelling of the rate-dependent behaviour of clays. Géotechnique, 1992, 42(3): 427–441.CrossRefGoogle Scholar
  17. [17]
    Vermeer, P.A. and, Neher, H.P., A soft soil model that accounts for creep. In: Proc. Plaxis Symposium ‘Beyond 2000 in Computational Geotechnic’, Amsterdam, 1999: 249–262.Google Scholar
  18. [18]
    Yin, J.H., Zhu, J.G. and Graham, J., A new elastic viscoplastic model for time-dependent behaviour of normally and overconsolidated clays: theory and verification. Canadian Geotechnical Journal, 2002, 39(1): 157–173.CrossRefGoogle Scholar
  19. [19]
    Rocchi, G., Fontana, M. and Da Prat, M., Modelling of natural soft clay destruction processes using viscoplasticity theory. Géotechnique, 2003, 53(8): 729–745.CrossRefGoogle Scholar
  20. [20]
    Yin, Z.Y. and Hicher, P.Y., Identifying parameters controlling soil delayed behavior from laboratory and in situ pressuremeter testing. International Journal for Numerical and Analytical Methods in Geomechanics, 2008, 32: 1515–1535.CrossRefGoogle Scholar
  21. [21]
    Kelln, C., Sharma, J., Hughes, D. and Graham, J., Finite element analysis of an embankment on a soft estuarine deposit using an elastic-viscoplastic soil model. Canadian Geotechnical Journal, 2008, 46(3): 357–368.CrossRefGoogle Scholar
  22. [22]
    Hinchberger, S.D. and Qu, G., Viscoplastic constitutive approach for rate-sensitive structured clays. Canadian Geotechnical Journal, 2009, 46(6): 609–626.CrossRefGoogle Scholar
  23. [23]
    Adachi, T. and Oka, F., Constitutive equations for normally consolidated clay based on elasto-viscoplasticity. Soils and Foundations, 1982, 22(4): 57–70.CrossRefGoogle Scholar
  24. [24]
    Kimoto, S. and Oka, F., An elasto-viscoplastic model for clay considering destructuralization and consolidation analysis of unstable behaviour. Soils and Foundations, 2005, 45(2): 29–42.CrossRefGoogle Scholar
  25. [25]
    Zhou, C., Yin, J. H., Zhu, J.G. and Cheng, C.M., Elastic anisotropic viscoplastic modeling of the strain-rate-dependent stress-strain behaviour of K0-consolidated natural marine clays in triaxial shear tests. ASCE International Journal of Geomechanics, 2005, 5(3): 218–232.CrossRefGoogle Scholar
  26. [26]
    Leoni, M., Karstunen, M. and Vermeer, P.A., Anisotropic creep model for soft soils. Géotechnique, 2008, 58(3): 215–226.CrossRefGoogle Scholar
  27. [27]
    Perzyna, P., The constitutive equations for work-hardening and rate sensitive plastic materials. In: Proceeding of Vibration Problems, Warsaw, 1963: 281–290.Google Scholar
  28. [28]
    Perzyna, P., Fundamental problems in viscoplasticity. Advanced Applied Mechanics, 1966, 9(3): 244–377.Google Scholar
  29. [29]
    Yin, Z.Y. and Karstunen, M., Influence of anisotropy, destructuration and viscosity on the behavior of an embankment on soft clay. In: Proceeding of the 12th International Conference of the International Association for Computer Methods and Advances in Geomechanics, Goa, India, 2008, CD-ROM.Google Scholar
  30. [30]
    Fodil, A., Aloulou, W. and Hicher, P.Y., Viscoplastic behaviour of soft clay. Géotechnique, 1997, 47(3): 581–591.CrossRefGoogle Scholar
  31. [31]
    Sheng, D., Sloan, S.W. and Yu, H.S., Aspects of finite element implementation of critical state models. Computational Mechanics, 2000, 26: 185–196.CrossRefGoogle Scholar
  32. [32]
    Katona, M.G., Evaluation of viscoplastic cap model. ASCE Journal of Geotechnical Engineering, 1984, 110(8): 1106–1125.CrossRefGoogle Scholar
  33. [33]
    Oka, F., Adachi, T. and Okano, Y., two-dimensional consolidation analysis using an elasto-viscoplastic constitutive equation. International Journal for Numerical and Analytical Methods in Geomechanics, 1986, 10(1): 1–16.CrossRefGoogle Scholar
  34. [34]
    Rowe, R.K. and Hinchberger, S.D., Significance of rate effects in modelling the Sackville test embankment. Canadian Geotechnical Journal, 1998, 35(3): 500–516.CrossRefGoogle Scholar
  35. [35]
    Britto, A.M. and Gunn, M.J., Critical State Soil Mechanics via Finite Elements. New York: John Wiley and Sons, 1985.zbMATHGoogle Scholar
  36. [36]
    Jaky, J., Pressure in soils, 2nd ICSMFE, London, 1948, 1: 103–107.Google Scholar
  37. [37]
    Rangeard, D., Identification des caractéristiques hydro-mécaniques d’une argile par analyse inverse des essais pressiométriques, Thèse de l’Ecole Centrale de Nantes et l’Université de Nantes, 2002.Google Scholar
  38. [38]
    Kamei, T. and Sakajo, S., Evaluation of undrained shear behaviour of Ko-consolidated cohesive soils using elasto-viscoplastic model. Computers and Geotechnics, 1995, 17: 397–417.CrossRefGoogle Scholar
  39. [39]
    Zentar, R., Karstunen, M. and Wheeler, S.J., Influence of anisotropy and destructuration on undrained shearing of natural clays. In: Proceeding of the 5th European Conf. Numerical Methods in Geotechnical Engineering Paris, 2002: 21–26.Google Scholar

Copyright information

© The Chinese Society of Theoretical and Applied Mechanics and Technology 2011

Authors and Affiliations

  1. 1.Department of Civil EngineeringShanghai Jiao Tong UniversityShanghaiChina
  2. 2.Department of Civil EngineeringUniversity of StrathclydeGlasgowUK

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