Strain Localization of Sand Based on a State-Dependent Critical State Model

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Abstract:

A state-dependent critical state model is employed to analyze strain localization of sand in this paper. The sand model is developed based on the concept of the state-dependent critical state for sands, and an analysis of strain localization is performed on the drained plane strain tests of Hostun sand. The results show that the state-dependent critical state model is capable of simulating the effect of initial state on strain localization compatibly.

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Advanced Materials Research (Volumes 261-263)

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1365-1369

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May 2011

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© 2011 Trans Tech Publications Ltd. All Rights Reserved

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[1] Been, K., Jeferies, M.G., 1985. A state parameter for sands. Geotechnique 35(2), 99–112.

Google Scholar

[2] Jefferies, M.G.,1993. Nor-Sand: a simple critical state for sand. Geotechnique 43(1), 91–103.

Google Scholar

[3] Muir Wood, D., Belkheiasr, K., Liu, D.F., 1994. Strain softening and state parameter for sand modeling. Geotechnique 44 (2), 335–339.

Google Scholar

[4] Manzari, M.T., Dafalias, Y.F., 1997. A critical state two-surface plasticity model for sands. Geotechnique 47(2), 255–272.

DOI: 10.1680/geot.1997.47.2.255

Google Scholar

[5] Li, X.S., Dafalias, Y.F., Wang, Z.L., 1999. State-dependent dilatancy in critical-state constitutive modeling of sand. Canadian Geotechnical Journal 36, 599–611.

DOI: 10.1139/t99-029

Google Scholar

[6] Li, X.S., Dafalias, Y.F., 2000. Dilatancy for cohesionless soils. Geotechnique 50(4),449–460.

DOI: 10.1680/geot.2000.50.4.449

Google Scholar

[7] Li, X.S., 2002. A sand model with state-dependent dilatancy. Geotechnique 52(3), 173–186.

Google Scholar

[8] Wan, R.G., Guo, P.J., 1999. A pressure and density dependent dilatancy model for granular materials. Soils and Foundations 39(6), 1–12.

DOI: 10.3208/sandf.39.6_1

Google Scholar

[9] Gajo, A., Muir Wood, D., 1999a. Severn-Trent sand: a kinematic-hardening constitutive model: the q-p formulation. Geotechnique 49(5), 595–614.

DOI: 10.1680/geot.1999.49.5.595

Google Scholar

[10] Gajo, A., Muir Wood, D., 1999b. A kinematic hardening constitutive model for sands: the multiaxial formulation. International Journal for Numerical and Analytical Methods in Geomechanics 23, 925–965.

DOI: 10.1002/(sici)1096-9853(19990810)23:9<925::aid-nag19>3.0.co;2-m

Google Scholar

[11] Pietruszczak, S., Stolle, D., 1987. Modelling of sand behavior under earthquake excitation. International Journal for Numerial and Analytical Method in Goemechanics 11, 221–240.

DOI: 10.1002/nag.1610110302

Google Scholar

[12] Richart, F.E., Jr Hall, J.R., Woods, R.D., 1970. Vibrations of soils and foundations. Prentice-Hall , Englewood Cliffs.

Google Scholar

[13] QIAN, J.G., HUANG, M.S., YANG, J., 2006. Effect of non-coaxial plasticity on onset strain localization in soils under 3D stress condition. Chinese Journal of Geotechnical Engineering 28(4), 510–515,in Chinese.

Google Scholar

[14] Desrues, J., Hammad, W., 1989. Shear band dependency on mean stress level in sand. Dembicki E, Gudehus G, Sikora Z. (Eds.), 2nd International Workshop on Numerical Methods for Localization and Bifurcation of Granular Bodies. Technical University of Gdansk: Gdansk, Poland, p.57–67.

Google Scholar