Dilatancy Relation for Overconsolidated Clay
Publication: International Journal of Geomechanics
Volume 17, Issue 5
Abstract
A distinct feature of overconsolidated (OC) clays is that their dilatancy behavior is dependent on the degree of overconsolidation. Typically, a heavily OC clay shows volume expansion, whereas a lightly OC clay exhibits volume contraction when subjected to shear. Proper characterization of the stress-dilatancy behavior proves to be important for constitutive modeling of OC clays. This paper presents a dilatancy relation in conjunction with a bounding surface or subloading surface model to simulate the behavior of OC clays. At the same stress ratio, the proposed relation can reasonably capture the relatively more dilative response for clay with a higher overconsolidation ratio (OCR). It may recover to the dilatancy relation of a modified Cam-clay (MCC) model when the soil becomes normally consolidated (NC). A demonstrative example is shown by integrating the dilatancy relation into a bounding surface model. With only three extra parameters in addition to those in the MCC model, the new model and the proposed dilatancy relation provide good predictions on the behavior of OC clay compared with experimental data.
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Acknowledgments
This work was supported by a Collaborative Research Fund (C6012-15G) of the Research Grants Council of Hong Kong. The first author would like to acknowledge the financial support from Innovate UK and QTS Group Ltd. through a Knowledge Transfer Project (Project No. KTP 9880). The third author would like to acknowledge the support from the Region Pays de la Loire of France (Project RI-ADAPTCLIM) and the European Project CREEP (PIAPP-GA-2011-286397).
References
Anandarajah, A. M. Y. F., and Dafalias, Y. F. (1986). “Bounding surface plasticity. III: Application to anisotropic cohesive soils.” J. Eng. Mech., 1292–1318.
Banerjee, P. K., and Yousif, N. B. (1986). “A plasticity model for the mechanical behaviour of anisotropically consolidated clay.” Int. J. Numer. Anal. Methods Geomech., 10(5), 521–541.
Been, K., and Jefferies, M. G. (1985). “A state parameter for sands.” Géotechnique, 35(2), 99–112.
Bolton, M. D. (1986). “The strength and dilatancy of sands.” Géotechnique, 36(1), 65–78.
Collins, I. F. (2005). “Elastic/plastic models for soils and sands.” Int. J. Mech. Sci., 47(4–5), 493–508.
Collins, I. F., and Muhunthan, B. (2003). “On the relationship between stress–dilatancy, anisotropy, and plastic dissipation for granular materials.” Géotechnique, 53(7), 611–618.
Dafalias, Y. (1986). “Bounding surface plasticity I: Mathematical foundation and hypoplasticity.” J. Eng. Mech., 966–987.
Dafalias, Y., and Herrmann, L. (1986). “Bounding surface plasticity II: Application to isotropic cohesive soils.” J. Eng. Mech., 1263–1291.
Dafalias, Y. F., Manzari, M. T., and Papadimitriou, A. G. (2006). “SANICLAY: Simple anisotropic clay plasticity model.” Int. J. Numer. Anal. Methods Geomech., 30(12), 1231–1257.
Gao, Z., and Zhao, J. (2013). “Strain localization and fabric evolution in sand.” Int. J. Solids. Struct., 50(22–23), 3634–3648.
Gao, Z., and Zhao, J. (2015). “Constitutive modeling of anisotropic sand behavior in monotonic and cyclic loading.” J. Eng. Mech., 04015017.
Gao, Z. W., Zhao, J. D., Li, X. S., and Dafalias, Y. F. (2014). “A critical state sand plasticity model accounting for fabric evolution.” Int. J. Numer. Anal. Methods Geomech., 38(4), 370–390.
Gens, A. (1982). “Stress–strain and strength of a low plasticity clay.” Ph.D. thesis, Imperial College London, London.
Hashiguchi, K. (1980). “Constitutive equations of elastoplastic materials with elastic-plastic transition.” J. Appl. Mech., 47(2), 266–272.
Hattab, M., and Hicher, P. Y. (2004). “Dilating behaviour of overconsolidated clay.” Soils Found., 44(4), 27–40.
Henkel, D. J. (1956). “The effect of overconsolidation on the behaviour of clays during shear.” Géotechnique, 6(4), 139–150.
Herrmann, L. R., Shen, C. K., Jafroudi, S., DeNatale J. S., and Dafalias, Y. F. (1981). “A verification study for the bounding surface plasticity model for cohesive soils.” Final Rep., Dept. of Civil Engineering, Univ. of California, Davis, Davis, CA.
Jefferies, M. G., and Shuttle, D. A. (2002). “Dilatancy in general Cambridge-type models.” Géotechnique, 52(9), 625–638.
Jiang, J., and Ling, H. I. (2010). “A framework of an anisotropic elastoplastic model for clays.” Mech. Res. Commun., 37(4), 394–398.
Kimoto, S., Shahbodagh Khan, B., Mirjalili, M., and Oka, F. (2014). “Cyclic elastoviscoplastic constitutive model for clay considering nonlinear kinematic hardening rules and structural degradation.” Int. J. Geomech., A4014005.
Li, X., and Dafalias, Y. (2012). “Anisotropic critical state theory: Role of fabric.” J. Eng. Mech., 263–275.
Li, X. S., and Dafalias, Y. F. (2000). “Dilatancy for cohesionless soils.” Géotechnique, 50(4), 449–460.
Ling, H., Yue, D., Kaliakin, V., and Themelis, N. (2002). “Anisotropic elastoplastic bounding surface model for cohesive soils.” J. Eng. Mech., 748–758.
Mita, K., Dasari, G., and Lo, K. (2004). “Performance of a three-dimensional Hvorslev–Modified Cam Clay model for overconsolidated clay.” Int. J. Geomech., 296–309.
Nakai, T., and Hinokio, M. (2004). “A simple elastoplastic model for normally and over-consolidated soils with unified material parameters.” Soils Found., 44(2), 53–70.
Ni, J., Indraratna, B., Geng, X., Carter, J., and Chen, Y. (2014). “Model of soft soils under cyclic loading.” Int. J. Geomech., 04014067.
Pestana, J. M., and Whittle, A. J. (1999). “Formulation of a unified constitutive model for clays and sands.” Int. J. Numer. Anal. Methods Geomech., 23(12), 1215–1243.
Pestana, J. M., Whittle, A. J., and Gens, A. (2002). “Evaluation of a constitutive model for clays and sands: Part II–clay behaviour.” Int. J. Numer. Anal. Methods Geomech., 26(11), 1123–1146.
Roscoe, K. H., and Burland, J. B. (1968). “On the generalized stress-strain behavior of ‘wet’ clay.” Engineering plasticity, J. Heyman and F. A. Leckie, eds., Cambridge University Press, Cambridge, U.K., 535–609.
Roscoe, K. H., and Schofield, A. N. (1963). “Mechanical behaviour of an idealized ‘wet’ clay.” Proc., European Conf. Soil Mechanics and Foundation Engineering, Wiesbaden, 1, Deutsche Gesellschaft fur Erd- und Grundbau, Essen, Germany, 47–54.
Rowe, P. W. (1962). “The stress-dilatancy relation for static equilibrium of an assembly of particles in contact.” Proc. R. Soc. London, Ser. A, 269(1339), 500–527.
Scarpelli, G., Sakellariadi, E., and Fruzzetti, V. M. E. (2003). “The dilatant behaviour of overconsolidated clays.” Proc., Third Int. Symp. on Deformation Characteristics of Geomaterials, A.A. Balkema, Rotterdam, Netherlands, 451–459.
Schofield, A. N. (1998). “The Mohr-Coulomb error.” Proc. Symp. on Mechanics and Geotechnics, LMS École Polytechnique, Paris, 23, 19–27.
Shimizu, M. (1982). “Effect of overconsolidation on dilatancy of a cohesive soil.” Soils Found., 22(4), 121–135.
Sloan, S. W., Abbo, A. J., and Sheng, D. (2001). “Refined explicit integration of elastoplastic models with automatic error control.” Eng. Comput., 18(1/2), 121–194.
Stipho, A. S. A. (1978). “Experimental and theoretical investigation of the behavior of anisotropically consolidated kaolin.” Ph.D. thesis, Univ. College, Cardiff, U.K.
Taylor, D. W. (1948). Fundamentals of soil mechanics, Wiley, New York.
Wood, M. D., Belkheir, K. (1994). “Strain softening and state parameter for sand modelling.” Géotechnique, 44(2), 335–339.
Yao, Y., and Wang, N. (2014). “Transformed stress method for generalizing soil constitutive models.” J. Eng. Mech., 614–629.
Yao, Y. P., Gao, Z. W., Zhao, J. D., and Wan, Z. (2011). “Modified UH model: Constitutive modeling of overconsolidated clays based on a parabolic Hvorslev envelope.” J. Geotech. Geoenviron. Eng., 860–868.
Yao, Y. P., Hou, W., and Zhou, A. N. (2009). “UH model: three-dimensional unified hardening model for overconsolidated clays.” Géotechnique, 59(5), 451–469.
Yao, Y. P., Sun, D. A., and Matsuoka, H. (2008). “A unified constitutive model for both clay and sand with hardening parameter independent on stress path.” Comput. Geotech., 35(2), 210–222.
Yao, Y. P., and Zhou, A. N. (2013). “Non-isothermal unified hardening model: A thermo-elasto-plastic model for clays.” Géotechnique, 63(15), 1328–1345.
Yin, J. H., Zhu, J. G., and Graham, J. (2002). “A new elastic viscoplastic model for time-dependent behaviour of normally and overconsolidated clays: Theory and verification.” Can. Geotech. J., 39(1), 157–173.
Yin, Z. Y., and Chang, C. S. (2009). “Non-uniqueness of critical state line in compression and extension conditions.” Int. J. Numer. Anal. Methods Geomech., 33(10), 1315–1338.
Yin, Z. Y., and Chang, C. S. (2013). “Stress-dilatancy behavior for sand under loading and unloading conditions.” Int. J. Numer. Anal. Methods Geomech., 37(8), 855–870.
Yin, Z. Y., Xu, Q., and Hicher, P. Y. (2013). “A simple critical state based double-yield-surface model for clay behavior under complex loading.” Acta Geotech., 8(5), 509–523.
Yu, H. S. (1998). “CASM: A unified state parameter model for clay and sand.” Int. J. Numer. Anal. Methods Geomech., 22(8), 621–653.
Zervoyanis, C. (1982). “Etude synthétique des propriétés mécaniques des argiles et des sables sur chemin oedométrique et triaxial de revolution.” Thèse de Docteur-Ingénieur, Ecole Centrale de Paris, Paris (in French).
Zhao, J., and Gao, Z. (2016). “Unified anisotropic elastoplastic model for sand.” J. Eng. Mech., 04015056.
Zhao, J., Sheng, D., Rouainia, M., and Sloan, S. W. (2005). “Explicit stress integration of complex soil models.” Int. J. Numer. Anal. Methods Geomech., 29(12), 1209–1229.
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Published In
International Journal of Geomechanics
Volume 17 • Issue 5 • May 2017
Copyright
© 2016 American Society of Civil Engineers.
History
Received: Aug 21, 2014
Accepted: Jul 26, 2016
Published online: Oct 14, 2016
Discussion open until: Mar 14, 2017
Published in print: May 1, 2017
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