Implementation of Modern Constitutive Laws and Analysis of Field Problems

  • I. M. Smith
Part of the International Centre for Mechanical Sciences book series (CISM, volume 311)


Nonlinear material models are being used increasingly in the analysis of complex geotechnical engineering works. Such analyses have to answer, if possible, two basic questions. Firstly, what is the nature of the ultimate or limit state of the works and, secondly, what are the likely deformations under normal loading conditions.

The type of calculation to be carried out is likely to differ from project to project. In some cases it will be necessary to use more complicated material models, whereas in others, relatively simple nonlinear material models will suffice.


Yield Surface Earth Pressure Volumetric Strain Triaxial Compression Test Undrained State 
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  1. [1]
    Constitutive Equations for Granular Non-Cohesive Soils, Proceedings of the International Workshop, Cleveland, USA, eds A.Saada and G.Bianchini, Balkema (1988).Google Scholar
  2. [2]
    Smith, I.M., Shuttle, D.A., Hicks, M.A., Molenkamp, F. (1988), Prediction No.32 in Constitutive Equations for Granular Non-Cohesive Soils, eds A. Saada and G. Bianchini, Balkema, pp 647–664.Google Scholar
  3. [3]
    Griffiths, D.V., Smith, I.M., Molenkamp, F., (1982), Computer Implementation of a Double-Hardening Model for Sand. Proc. IUTAM Symp. Def. Flow of Granular Media, Delft, pp 213–221.Google Scholar
  4. [4]
    Griffiths, D.V., Smith, I.M., (1983), Experience with a Double-Hardening Model for Soil. Proc. Conf. Constit. Laws for Engrng. Materials, Tucson, pp 553–559.Google Scholar
  5. [5]
    Smith, I.M. (1985), Constitutive Equations for Soil: how complicated need they be? NUMETA 85 Conference, Swansea.Google Scholar
  6. [6]
    Hicks, M.A., Smith, I.M. (1986), Influence of Rate of Porepressure Generation on the Stress-Strain Behaviour of Soils. I.J.Num.Methods in Engineering, v 22, No.3, pp 597–621.CrossRefGoogle Scholar
  7. [7]
    Smith, I.M. (1987), Numerical Modelling of Dilatancy. Proc. Czech. Conf.Num.Meth. in Geomechanics, May, v 1, pp 60–69.Google Scholar
  8. [8]
    Smith, I.M., Hicks, M.A. (1987), Constitutive Models and Field Predictions in Geomechanics. Proc. NUMETA 87 Conference, Swansea, July, v 2, Paper C3.Google Scholar
  9. [9]
    Hicks, M.A., Smith, I.M. (1988), “Class A” Prediction of Arctic Caisson Performance. Geotechnique, v 38, No.4, pp 589–612.CrossRefGoogle Scholar
  10. [10]
    Smith, I.M., Hicks, M.A., Kay, S., Cuckson, J. (1988), Undrained and Partially Drained Behaviour of End Bearing Piles and Bells Founded in Untreated Calcarenite. Proc.Conf. Calcareous Soils, Perth, W.A., v 2, pp 663–680.Google Scholar
  11. [11]
    Smith, J.M. (1988), Two “Class A” Predictions of Offshore Geomechanics. Proc. ICONMJG 88, Innsbruck, April 1988.Google Scholar
  12. [12]
    Hicks, M.A., Wong, S.W. (1988), Static liquefaction of loose slopes. Proc. ICONMIG 88, Innsbruck, April, pub. Balkema.Google Scholar
  13. [13]
    Ho, D.K.H. (1989), Analysis of Geotechnical Constructions by the Finite Element Method, PhD Thesis, University of Manchester.Google Scholar
  14. [14]
    Terzaghi, K., (1943), Theoretical Soil Mechanics; John Wiley, New York, pp510.CrossRefGoogle Scholar
  15. [15]
    Smith I.M., Griffiths, D.V. (1988), Programming the Finite Element Method; John Wiley, Chichester, UK, pp 469.MATHGoogle Scholar
  16. [16]
    Peck, R.B. (1969), Deep Excavations and Tunnelling in Soft Ground, Proc. 7th Int.Conf. Soil Mech, Mexico, State-of-the-Art Volume, pp225–290.Google Scholar
  17. [17]
    Naylor, D.J., Richards, H. (1978), Slipping Strip Analysis of Reinforced Earth. Int.J.Num.Analytical Meth.Geomech., v2, ppGoogle Scholar

Copyright information

© Springer-Verlag Wien 1990

Authors and Affiliations

  • I. M. Smith
    • 1
  1. 1.University of ManchesterManchesterUK

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