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Shear band development in modified DEM: importance of couple stress

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Warianty tytułu
Języki publikacji
EN
Abstrakty
EN
Numerical simulation tests were carried out using the distinct element method (DEM) with great interest in how large couple stress is actually generated in a shear band. To do this, the conventional DEM was modified slightly, so that the effect of rolling resistance at contact points can be taken into account (called MDEM). It has been found that MDEM provides a powerful tool in simulating not only the generation of large voids inside a shear band but also the high gradient of particle rotation along the shear band boundaries, in a quite similar manner to those of natural granular soils; and that couple stress, although it is very small, is certainly developed in a consistent manner with the particle relation gradient developed in a shear band.
Rocznik
Strony
443--460
Opis fizyczny
Bibliogr. 34 poz., rys., tab.
Twórcy
autor
  • Department of Civil and Environmental Engineering, Saitama University, Urawa, Saitama 338, Japan
autor
  • Department of Civil and Environmental Engineering, Saitama University, Urawa, Saitama 338, Japan
Bibliografia
  • [1] Bardet J. P., (1994), Observations on the effects ofparticle rotations on the failure of idealized granular material], Mechanics of Materials, Elsevier, Amsterdam, Netherlands, Vol. 18,159-182
  • [2] Bardet J. P., Pro abet J., (1991), A numerical investigation of the structure ofpersistent shear bands in granular media, Geotechnique, London, UK, Vol.41, No.4,599-613
  • [3] Bardet J. P., Proubet J., (1992), Shear-band analysis in idealized granular material, Journal of Engineering Mechanics, ASCE, Vol. 118, No.2,397-415
  • [4] Bardet J. P., Huang Q., (1993), Rotational stiffness of cylindrical particle contacts, Proc. Second Int. Conf. on Micromechanics of Granular Media, Birmingham, (ed. C. Thornton), Balkema, Rotterdam, Netherlands, 39-43
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  • [8] Desrues J., Chambon R., Mokni, M., Mazerolle, F., (1996), Void ratio evolution inside shear bands in triaxial sand specimens studied by computed tomography, Geotechnique, London, UK, Vol.46, No.3,529-546
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  • [11] Home M. R., (1965), The behavior of an assembly of rotund, rigid, cohesionless particles I and II, Proc. Royal Soc., London, UK, Vol. A 286,62-97
  • [12] Iwashita K., MatsuuraK., Oda M., (1995), Distinct element method with the effect of moment transfer at the contact points, Journal Geotechnical Engineering, Tokyo, Japan, No.529/III-33,145-154 (in Japanese)
  • [13] Iwashita K., Oda M., (1998), Rolling resistance at contacts in the simulation of shear band development by DEM, Journal of Engineering Mechanics, ASCE, No. 124, 285-292
  • [14] Ke T. C, Bray J. D., (1995), Modeling of particulate media using discontinuous deformation analysis, Journal of Engineering Mechanics, ASCE, No. 121,1234-1243
  • [15] Matsuoka H., (1974), Stress-strain relationship of sands based on the mobilized plane, Soils & Foundations, Tokyo, Japan, Vol. 14, No.2,47-61
  • [16] Miihlhaus H. B.,Vardoulakis, I., (1987), The thickness of shear bands in granular materials, Geotechnique, London, UK, Vol.37,No.3,271-283
  • [17] Nemat-Nasser S., (1980), On behavior of granular materials in simple shear, Soils & Foundations, Tokyo, Japan, Vol.20, No.3,59-73
  • [18] Newland P. L., Allely, B. H., (1957), Volume changes in drained triaxial tests on granular materials, Geotechnique, London, UK, Vol.7,17-34
  • [19] Oda M., (1972), Deformation mechanism of sand in triaxial compression tests, Soils and Foundations, Tokyo, Japan, Vol. 12, No.4,45-63
  • [20] Oda M., (1993), Micro-fabric and couple stress in shear bands of granular materials, Proc. Second Int. Conf. on Micromechanics of Granular Media, Birmingham, (ed. C. Thornton), Balkema, Rotterdam, Netherlands, 161-166
  • [21] Oda M., (1997), A micro-deformation model for dilatancy of granular materials, Symposium on Mechanics of Particulate Materials in McNu Conference, (ed. C. S. Chang), ASCE, 24-37
  • [22] Oda M., (1998), Particle rotation and couple stress, In Introduction to Mechanics of Granular Materials, (eds: M. Oda and K. Iwashita), Balkema (to be published)
  • [23] Oda M, Iwashita K., (1998), Couple stress developed in shear bands (1); Particle rotation and couple stress in granular media (in print)
  • [24] Oda M., Kazama H., (1998), Micro-structure of shear band and its relation to the mechanism of dilatancy and failure of granular soils, Geotechnique, London, UK (to appear)
  • [25] Oda M., Konishi J., Nemat-Nasser S., (1982), Experimental micro-mechanical evaluation of strength of granular materials: Effect of particle rolling, Mechanics of Materials, Elsevier, Amsterdam, Netherlands, Vol. 1,267-283
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  • [28] Scarpelli G., Wood D. M., (1982), Experimental observations ofshear band patterns in direct shear tests, Proc IUTAM Symp. Deformation and Failure of Granular Material, Delft, (eds. P. A. Vermeer, H. J. Luger), Balkema, Rotterdam, Netherlands, 473-484
  • [29] Tatsuoka F., Nakamura S., Huang C. C., Tani K., (1990), Strength anisotropy and shear band direction in plane strain tests of sand, Soils & Foundations, Tokyo, Japan,Vol.30 No. 1,35-54
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  • [33] Wakabayashi T., (1957), Photoelastic method for determination of stress in powdered mass, Proc. Seventh Japan Nat. Congr. Appl. Mech., Tokyo, Japan, 153-158
  • [34] Yoshida T., Tatsuoka F., Siddiquee M.S.A. Kamegai, Y., Park C.-S., (1994), Shear banding in sands observed in plane strain compression, Symp. Localization and Bifurcation Theory for Soils and Rocks, (eds. R. Cambou, J. Desrues and I. Vardoulakis), Balkema, Rotterdam, Netherlands, 165-179
Typ dokumentu
Bibliografia
Identyfikator YADDA
bwmeta1.element.baztech-article-BAT3-0019-0028
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