Remember Me
Or use your Academic/Social account:


Or use your Academic/Social account:


You have just completed your registration at OpenAire.

Before you can login to the site, you will need to activate your account. An e-mail will be sent to you with the proper instructions.


Please note that this site is currently undergoing Beta testing.
Any new content you create is not guaranteed to be present to the final version of the site upon release.

Thank you for your patience,
OpenAire Dev Team.

Close This Message


Verify Password:
Verify E-mail:
*All Fields Are Required.
Please Verify You Are Human:
fbtwitterlinkedinvimeoflicker grey 14rssslideshare1
Yuan, Ran
Languages: English
Types: Unknown

Classified by OpenAIRE into

arxiv: Physics::Geophysics
A novel, non-coaxial soil model is developed in the context of perfect plasticity for the plane strain condition whilst incorporating initial soil strength anisotropy. The anisotropic yield criterion is developed by generalising the conventional isotropic Mohr-Coulomb yield criterion to account for the effects of initial soil strength anisotropy described by the variation of internal friction angles at different principal stress directions. The model is implemented into the commercial finite element(FE)software ABAQUS via the user defined material subroutine(UMAT).\ud \ud The proposed model is used to predict material non-coaxiality in simple shear tests. The non-coincidence of the directions of principal stresses and plastic strain rates can be reproduced. A faster rate of approaching coaxiality is observed when soil yield anisotropy is presented when compared to the model with an isotropic yield criterion.\ud \ud A semi-analytical solution of the bearing capacity for a smooth strip footing resting on an anisotropic, weightless, cohesive-frictional soil is developed based on the slip line method. A good match of the bearing capacity can be obtained between numerical and semi-analytical results. The results show that the vertical load at plastic collapse of a strip footing resting on an anisotropic soil is lower than that on an isotropic soil. The settlement prior to collapse is larger when the non-coaxial assumption is involved; however, no significant impacts can be observed on the ultimate failure load.\ud \ud In addition, the non-coaxial soil model is applied to investigate tunnelling induced displacement. The results are compared with the results from the centrifuge tests performed by Zhou (2015). For equal volume loss, the normalised settlement trough can be improved by adopting the soil anisotropic parameter β as compared to the experimental results. The maximum settlement is larger in light of larger non-coaxial coefficient for the same degree of the stress reduction.\ud \ud The cross-section of the anisotropic yield criterion developed is a rotational ellipse. Other types of the ellipse are possible. In addition, for simplicity we only consider the effect of initial anisotropy without considering induced anisotropy, and only the simple case of perfect plasticity is investigated. It is suggested that in order to capture the soil behaviours under more complex stress paths, the non-linear and anisotropic elasticity should be associated with the current model, and the development of hardening/softening rules is worth investigating.
  • The results below are discovered through our pilot algorithms. Let us know how we are doing!

    • R 2 2sinϕmax
    • e 0 sin2(m+ν) dΘ Abbo, A. J. (1997), Finite element algorithms for elastoplasticity and consolidation, PhD thesis, University of Newcastle, England.
    • Abelev, A. V. and Lade, P. V. (2003), 'Effects of cross anisotropy on three-dimensional behavior of sand. i: Stress-strain behavior and shear banding', Journal of engineering mechanics 129(2), 160-166.
    • Addenbrooke, T. I. and Potts, D. M. (2001), 'Twin tunnel interaction: surface and subsurface effects', International Journal of Geomechanics 1(2), 249-271.
    • Ai, J., Langston, P. A. and Yu, H. S. (2014), 'Discrete element modelling of material non-coaxiality in simple shear flows', International Journal for Numerical and Analytical Methods in Geomechanics 38(6), 615-635.
    • Airey, D. W., Budhu, M. and Wood, D. M. (1985), Some aspects of the behaviour of soils in simple shear, Elsevier Applied Science Publishers.
    • Amerasinghe, S. F. and Parry, R. H. (1975), 'Anisotropy in heavily overconsilidated kaolin', Journal of Geotechnical and Geoenvironmental Engineering 101(12), 1277-1293.
    • Anandarajah, A. and Dafalias, Y. F. (1986), 'Bounding surface plasticity. iii: Application to anisotropic cohesive soils', Journal of engineering mechanics 112(12), 1292-1318.
    • Arthur, J. R. F., Chua, K. S. and Dunstan, T. (1977), 'Induced anisotropy in a sand', Ge´otechnique 27(1), 13-30.
    • Arthur, J. R. F., del C., R., I, J., Dunstan, T. and Chua, K. S. (1980), 'Principal stress rotation: a missing parameter', Journal of the Geotechnical Engineering Division 106(4), 419-433.
    • Arthur, J. R. F. and Menzies, B. K. (1972), 'Inherent anisotropy in a sand', Geotechnique 22(1), 115-128.
    • Attewell, P. B., Yeates, J. and Selby, A. R. (1986), Soil movements induced by tunnelling and their effects on pipelines and structures, Blackie and Son, London.
    • Baker, W. H. and Krizek, R. J. (1970), 'Mohr-coulomb strength theory for anisotropic soils', Journal of Soil Mechanics and Foundations Division 96(SM1), 269-292.
    • Bardet, J. P. (1991), 'Orientation of shear bands in frictional soils', Journal of engineering mechanics 117(7), 1466-1485.
    • Bishop, A. W. (1966), 'The strength of soils as engineering materials', Geotechnique 16(2), 91-128.
    • Bishop, J. F. W. (1953), 'On the complete solution to problems of deformation of a plastic-rigid material', Journal of the Mechanics and Physics of Solids 2(1), 43- 53.
    • Bjerrum, L. and Landva, A. (1966), 'Direct simple shear tests on a norwegian quick clay', Ge´otechnique 16(1), 1-20.
    • Booker, J. R. and Davis, E. H. (1972), 'A general treatment of plastic anisotropy under conditions of plane strain', Journal of the Mechanics and Physics of Solids 20(4), 239-250.
    • Brewer, R. (1964), 'Fabric and mineral analysis of soils', John Wiley and Sons, Inc pp. 129-158.
    • Budhu, M. (1984), 'Nonuniformities imposed by simple shear apparatus', Canadian Geotechnical Journal 21(1), 125-137.
    • Budhu, M. and Britto, A. (1987), 'Numerical analysis of soils in simple shear devices', Soils and Foundations 27(2), 31-41.
    • Butterfield, R. and Harkness, R. (1972), 'The kinematics of mohr-coulomb materials', Stress Strain Behaviour of Soils pp. 220-233.
    • Cai, Y. Y. (2010), An experimental study of non-coaxial soil behaviour using hollow cylinder testing, PhD thesis, University of Nottingham.
    • Cambou, B. (1993), 'From global to local variables in granular materials', Powders and grains 93, 73-86.
    • Cambou, B., Chaze, M. and Dedecker, F. (2000), 'Change of scale in granular materials', European Journal of Mechanics-A/Solids 19(6), 999-1014.
    • Casagrande, A. and Carillo, N. (1944), 'Shear failure of anisotropic materials', Journal of Boston Society of Civil Engineers 31(4), 74-81.
    • Chen, W. F. (1975), Limit analysis and soil plasticity, Elsevier, Amsterdam.
    • Christoffersen, J., Mehrabadi, M. M. and Nemat-Nasser, S. (1981), 'A micromechanical description of granular material behavior', Journal of Applied Mechanics 48(2), 339-344.
    • Clough, G. W. and Schmidt, B. (1981), 'Excavation and tunnelling', Soft clay engineering (13).
    • Craig, R. N. and Muirwood, A. M. (1978), A review of tunnel lining practice in the united kingdom, Technical report.
    • Cundall, P. A. and Strack, O. D. L. (1979), 'A discrete numerical model for granular assemblies', Geotechnique 29(1), 47-65.
    • Davis, E. H. (1968), 'Theories of plasticity and the failure of soil masses', Soil mechanics: Selected topics pp. 341-380.
    • Davis, E. H. and Christian, J. T. (1971), 'Bearing capacity of anisotropic cohesive soil', Journal of the Soil Mechanics and Foundations Division 97(5), 753-769.
    • De Josselin de Jong, G. (1971), 'The double sliding, free rotating model for granular assemblies', Geotechnique 21(2), 155-163.
    • Dolezalova, M. (2002), Approaches to numerical modelling of ground movements due to shallow tunnelling, in 'Planning and Engineering for the Cities of Tomorrow. Second International Conference on Soil Structure Interaction in Urban Civil Engineering', pp. 365-373.
    • Drescher, A. (1976), 'An experimental investigation of flow rules for granular materials using optically sensitive glass particles', Ge´otechnique 26(4), 591-601.
    • Drescher, A. and De Josselin de Jong, G. (1972), 'Photoelastic verification of a mechanical model for the flow of a granular material', Journal of the Mechanics and Physics of Solids 20(5), 337-340.
    • Duncan, J. M. and Seed, H. B. (1966), 'Strength variation along failure surfaces in clay', Journal of Soil Mechanics and Foundations Division 92(6), 81-104.
    • Fei, K. and Zhang, J.-M. (2009), Application of ABAQUS in Geotechnical Engineering, Chinese Hydraulic and Hydro-electric.
    • Fleck, H. and Sklivanos, S. (1978), 'Statische berechnung gebetteter hohlraumaussteifungen (auskleidung) bei beru¨cksichtigung einer tangentialen bettungsmodulwirkung und vergleich mit ergebnissen nach der kontinuumstheorie', Forschung im Ingenieurwesen A 44(4), 101-111.
    • Franzius, J. N., Potts, D. M. and Burland, J. B. (2005), 'The influence of soil anisotropy and k0 on ground surface movements resulting from tunnel excavation', Ge´otechnique 55(3), 189-199.
    • Grant, R. J. and Taylor, R. N. (2000), 'Tunnelling-induced ground movements in clay', Proceedings of the ICE-Geotechnical Engineering 143(1), 43-55.
    • Guedes, P. F. M. and Santos Pereira, C. (2000), The role of the soil k0 value in numerical analysis of shallow tunnels, in 'of: Proc. of the International Symposium on Geotechnical Aspects of Underground Construction in Soft Ground', pp. 379- 384.
    • Gunn, M. J. (1993), The prediction of surface settlement profiles due to tunnelling, in 'Predictive Soil Mechanics. Proceedings of The Worth Memorial Symposium', ST Catherine's College, Oxford, pp. 27-29.
    • Gutierrez, M., Ishihara, K. and Towhata, I. (1991), 'Flow theory for sand during rotation of principal stress direction', Soils and Foundations 31(4), 121-132.
    • Hansen, B. (1961), Shear box test on sand, in '5th Int. Conf. Soil Mech, Paris', Vol. 1, pp. 127-131.
    • Harris, D. (1993), 'Constitutive equations for planar deformations of rigid-plastic materials', Journal of the Mechanics and Physics of Solids 41(9), 1515-1531.
    • Harris, D. (1995), 'A unified formulation for plasticity models of granular and other materials', Proceedings of the Royal Society of London. Series A: Mathematical and Physical Sciences 450(1938), 37-49.
    • Hashiguchi, K. (1977), 'Isotropic hardening theory of granular media', Proc. JSCE 227, 45-60.
    • Hashiguchi, K. (1979), Constitutive equations of granular media with an anisotropic hardening, in 'Proc. 3rd Int. Conf. Numer. Meth. Geomech., Aachen. AA Balkema, Rotterdam', pp. 438-439.
    • Hashiguchi, K. and Tsutsumi, S. (2001), 'Elastoplastic constitutive equation with tangential stress rate effect', International Journal of Plasticity 17(1), 117-145.
    • Hashiguchi, K. and Tsutsumi, S. (2003), 'Shear band formation analysis in soils by the subloading surface model with tangential stress rate effect', International Journal of Plasticity 19(10), 1651-1677.
    • Hewett, B. H. M., Johannesson, S., Schu¨rholz, R. and Apel, F. (1964), Schild-und Druckluft-Tunnelbau, Werner.
    • Hight, D. W., Gens, A. and Symes, M. J. (1983), 'The development of a new hollow cylinder apparatus for investigating the effects of principal stress rotation in
  • No related research data.
  • No similar publications.

Share - Bookmark

Cite this article