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Acta Geotechnica

, Volume 9, Issue 4, pp 695–709 | Cite as

Flow rule in a high-cycle accumulation model backed by cyclic test data of 22 sands

  • Torsten WichtmannEmail author
  • Andrzej Niemunis
  • Theodoros Triantafyllidis
Research Paper

Abstract

The flow rule used in the high-cycle accumulation (HCA) model proposed by Niemunis et al. (Comput Geotech 32: 245, 2005) is examined on the basis of the data from approximately 350 drained long-term cyclic triaxial tests (N = 105 cycles) performed on 22 different grain-size distribution curves of a clean quartz sand. In accordance with (Wichtmann et al. in Acta Geotechnica 1: 59, 2006), for all tested materials, the “high-cyclic flow rule (HCFR)”, i.e., the ratio of the volumetric and deviatoric strain accumulation rates \(\dot{\varepsilon}_{\rm{v}}^{{\rm acc}}/\dot{\varepsilon}_{\rm{q}}^{{\rm acc}}\), was found dependent primarily on the average stress ratio η av = q av/p av and independent of amplitude, soil density and average mean pressure. The experimental HCFR can be fairly well approximated by the flow rule of the modified Cam-clay (MCC) model. Instead of the critical friction angle \(\varphi_{\rm{c}}\) which enters the flow rule for monotonic loading, the HCA model uses the MCC flow rule expression with a slightly different parameter \(\varphi_{\rm{cc}}\). It should be determined from cyclic tests. \(\varphi_{\rm{cc}}\) and \(\varphi_{\rm{c}}\) are of similar magnitude but not always identical, because they are calibrated from different types of tests. For a simplified calibration in the absence of cyclic test data, \(\varphi_{\rm{cc}}\) may be estimated from the angle of repose \(\varphi_{\rm{r}}\) determined from a pluviated cone of sand (Wichtmann et al. in Acta Geotechnica 1: 59, 2006). However, the paper demonstrates that the MCC flow rule with \(\varphi_{\rm{r}}\) does not fit well the experimentally observed HCFR in the case of coarse or well-graded sands. For an improved simplified calibration procedure, correlations between \(\varphi_{\rm{cc}}\) and parameters of the grain-size distribution curve (d 50,   C u) have been developed on the basis of the present data set. The approximation of the experimental HCFR by the generalized flow rule equations proposed in (Wichtmann et al. in J Geotech Geoenviron Eng ASCE 136: 728, 2010), considering anisotropy, is also discussed in the paper.

Keywords

Drained long-term cyclic triaxial tests Flow rule High-cycle accumulation (HCA) model Sand 

Notes

Acknowledgements

The experiments analyzed in the paper have been performed in the framework of the project A8 “Influence of the fabric changes in soil on the lifetime of structures” of SFB 398 “Lifetime oriented design concepts” during the former work of the authors at Ruhr-University Bochum (RUB), Germany. The authors are grateful to DFG (German Research Council) for the financial support. The cyclic triaxial tests have been performed by M. Skubisch in the RUB soil mechanics laboratory.

References

  1. 1.
    Chang C, Whitman R (1988) Drained permanent deformation of sand due to cyclic loading. J Geotechn Eng ASCE 114(10):1164CrossRefGoogle Scholar
  2. 2.
    Herle I (1997) Hypoplastizität und Granulometrie einfacher Korngerüste. Promotion, Institut für Bodenmechanik und Felsmechanik der Universität Fridericiana in Karlsruhe, Heft Nr. 142Google Scholar
  3. 3.
    Herle I, Gudehus G (1999) Determination of parameters of a hypoplastic constitutive model from properties of grain assemblies. Mech Cohes Frict Mater 4(5):461CrossRefGoogle Scholar
  4. 4.
    Luong M (1982) Mechanical aspects and thermal effects of cohesionless soils under cyclic and transient loading. In: Proceedings of IUTAM Conference on deformation and failure of granular materials, Delft, pp. 239–246Google Scholar
  5. 5.
    Niemunis A (2003) Extended hypoplastic models for soils. Habilitation, Veröffentlichungen des Institutes für Grundbau und Bodenmechanik, Ruhr-Universität Bochum, Heft Nr. 34. http://www.pg.gda.pl/~aniem/an-liter.html
  6. 6.
    Niemunis A, Wichtmann T, Triantafyllidis T (2005) A high-cycle accumulation model for sand. Comput Geotech 32(4):245 CrossRefGoogle Scholar
  7. 7.
    Roscoe K, Burland J (1968) On the generalized stress-strain behaviour of wet clay. In: Engineering plasticity. ed. by J. Heyman, F. Leckie, Cambridge University Press, Cambridge, pp. 535–609 Google Scholar
  8. 8.
    Wichtmann T, Niemunis A, Triantafyllidis T (2006) Experimental evidence of a unique flow rule of non-cohesive soils under high-cyclic loading. Acta Geotechnica 1(1):59CrossRefGoogle Scholar
  9. 9.
    Wichtmann T, Niemunis A, Triantafyllidis T (2009) Validation and calibration of a high-cycle accumulation model based on cyclic triaxial tests on eight sands. Soils Found 49(5):711 CrossRefGoogle Scholar
  10. 10.
    Wichtmann T, Rondón H, Niemunis A, Triantafyllidis T, Lizcano A (2010) Prediction of permanent deformations in pavements using a high-cycle accumulation model. J Geotech Geoenviron Eng ASCE 136(5):728CrossRefGoogle Scholar
  11. 11.
    Wichtmann T, Niemunis A, Triantafyllidis T (2010) On the determination of a set of material constants for a high-cycle accumulation model for non-cohesive soils. Int J Numer Anal Meth Geomech 34(4):409zbMATHGoogle Scholar
  12. 12.
    Wichtmann T, Niemunis A, Triantafyllidis T (2010) Simplified calibration procedure for a high-cycle accumulation model based on cyclic triaxial tests on 22 sands. In: International Symposium: Frontiers in Offshore Geotechnics, Perth, Australia, pp. 383–388Google Scholar

Copyright information

© Springer-Verlag Berlin Heidelberg 2014

Authors and Affiliations

  • Torsten Wichtmann
    • 1
    Email author
  • Andrzej Niemunis
    • 1
  • Theodoros Triantafyllidis
    • 1
  1. 1.Institute of Soil Mechanics and Rock Mechanics (IBF)Karlsruhe Institute of Technology (KIT)KarlsruheGermany

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