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A Study on Pre-Failure Deformations of Granular Soils

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Treść / Zawartość
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Warianty tytułu
Języki publikacji
EN
Abstrakty
EN
A simple model describing pre-failure deformations of granular soils is derived on the basis of a wide range of experimental data. The model is defined by two incremental equations describing the volumetric and deviatoric strains. Functions appearing in governing equations were determined from experiments performed in the triaxial apparatus, with additional measurements of lateral strains for some simple stress paths. These functions are different for loading and unloading, and have different shapes for contractive and dilative soil samples. The instability line is built into the structure of the model. The incremental equations were applied to predict the soil behaviour during anisotropic compression, including determination of the K0-line. Some basic statistical characteristics of the initial density index of investigated soils and deformations during isotropic compression are presented.
Rocznik
Strony
183--206
Opis fizyczny
Bibliogr. 19 poz., il.
Twórcy
autor
  • Institute of Hydro-Engineering Polish Academy of Sciences, ul. Kościerska 7, 80-328 Gdańsk, Poland, as@ibwpan.gda.pl
Bibliografia
  • 1. Bolton M. (2000) The role of micro-mechanics in soil mechanics, Technical Report CUED/D – Soils/TR313, University of Cambridge.
  • 2. Bolton M. (2001) Micro-geomechanics, lecture notes, University of Cambridge.
  • 3. Craig R.F. (1987) Soil Mechanics, Van Nostrand Reinhold (UK), Wokingham.
  • 4. Das B. M. (2000) Fundamentals of Geotechnical Engineering, Brooks/Cole, Pacific Grove, CA.
  • 5. Głebowicz K. (2006) Hypoplastic modelling of pre-failure behaviour of sand against experimental data, Archives of Hydro-Engineering and Environmental Mechanics, 53 (1), 31–47.
  • 6. Kolymbas D. (2000a) The misery of constitutive modelling. In: Constitutive Modelling of Granular Materials (D. Kolymbas, ed.), Springer, Berlin – Heidelberg – New York, 11–24.
  • 7. Kolymbas, D. (2000b) Introduction to Hypoplasticity, Balkema, Rotterdam/Brookfield. Lade P. V. (1992) Static instability and liquefaction of loose fine sandy slopes, Jnl Geot. Eng., ASCE, 118 (1), 51–70.
  • 8. Lambe T. W. and Whitman R. V. (1969) Soil Mechanics, John Wiley and Sons, New York – London – Sydney – Toronto.
  • 9. Menzies B. K. (1988) A computer controlled hydraulic triaxial testing system, Advanced Triaxial Testing of Soil and Rock, ASTM STP 977, 82–94.
  • 10. Poulos S. J. (1981) The steady state of deformation, Jnl Geot. Eng., ASCE, 107 (5), 501–516.
  • 11. Saada A. and Bianchini G. (eds.) (1989) Constitutive Equations for Granular Non-cohesive Soils, Balkema, Rottterdam/Brookfield.
  • 12. Sawicki A. (1994) Elasto-plastic interpretation of oedometric test, Archives of Hydro-Engineering and Environmental Mechanics, 41 (1–2), 111–131.
  • 13. Sawicki A. (2003) Cam-clay approach to modelling pre-failure behaviour of sand against experimental data, Archives of Hydro-Engineering and Environmental Mechanics, 50 (3), 229–249.
  • 14. Sladen J. A., D’Hollander R. D. and Krahn J. (1985) The liquefaction of sands, a collapse surface approach, Canadian Geot. Jnl, 22, 564–578.
  • 15. Swidzinski W. and Mierczynski J. (2002) On the measurement of strains in the triaxial test, Archives of Hydro-Engineering and Environmental Mechanics, 49 (1), 23–41.
  • 16. Swidzinski W. and Mierczynski J. (2005) Instability line as a basic characteristic of non-cohesive
  • 17. soils, Archives of Hydro-Engineering and Environmental Mechanics, 52 (1), 59–85.
  • 18. Wood D. (1990) Soil Behaviour and Critical State Soil Mechanics, Cambridge University Press.
  • 19. Zyczkowski M. (1973) Complex Loadings in Plasticity (in Polish), Polish Scientific Publishers PWN, Warsaw.
Typ dokumentu
Bibliografia
Identyfikator YADDA
bwmeta1.element.baztech-article-BATA-0001-0002
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