Bounding Surface Model for Rockfill Materials Dependent on Density and Pressure under Triaxial Stress Conditions
This article has been corrected.
VIEW CORRECTIONPublication: Journal of Engineering Mechanics
Volume 140, Issue 4
Abstract
Density and pressure have great influences on the strength and stress-strain behaviors of rockfill material. A series of triaxial compression tests were conducted for Tacheng rockfill material with different initial consolidated void ratios and initial confining pressures. From the experimental results, Tacheng rockfill material presents behaviors of strain hardening, postpeak strain softening, volumetric contraction, and expansion with a range of densities and pressures. For the sake of simplicity, the critical state line (CSL) is linear in the plane of the mean effective stress versus the deviatoric stress. A simple expression related to the initial consolidated void ratio was proposed for the CSL of rockfill material in the plane of the void ratio versus the logarithm of mean effective stress. A comprehensive equation incorporating a state parameter is proposed to describe the complex dilatancy behaviors of Tacheng rockfill material with a range of densities and pressures. The stress ratios at the dilatancy and the peak stress ratio states are both formulated as exponential functions of the state parameter. A bounding surface model that incorporates the proposed CSL in both planes of the mean effective stress versus the deviatoric stress and the void ratio versus the logarithm of mean effective stress was established. The model, which has a set of the same model parameters, can well predict the behaviors of strain hardening and volumetric contraction for rockfill material with a loose state or in a high confining pressure and the behaviors of postpeak strain softening and volumetric expansion for rockfill material with a dense state or in a low confining pressure.
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Acknowledgments
The writer would like to acknowledge the financial support from the 111 Project (Grant No. B13024), the Program for Changjiang Scholars and Innovative Research Team in University (Grant No. IRT1125), and the Fundamental Research Funds for the Central Universities (Grant No. 2011B14514).
References
Anandarajah, A., and Dafalias, Y. F. (1986). “Bounding surface plasticity. III: Application to anisotropic cohesive soils.” J. Engrg. Mech. Div., 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 Met, 10(5), 521–541.
Bardet, J. P. (1986). “Bounding surface plasticity model for sands.” J. Eng. Mech., 1198–1217.
Bauer, E. (1996). “Calibration of a comprehensive hypoplastic model for granular materials.” Soils Found., 36(1), 13–26.
Been, K., and Jefferies, M. G. (1985). “A state parameter for sands.” Geotechnique, 35(2), 99–112.
Crouch, B. R. S., Wolf, J. P., and Dafalias, Y. F. (1994). “Unified critical-state bounding-surface plasticity model for soil.” J. Eng. Mech., 2251–2270.
Dafalias, Y. F., and Popov, E. P. (1975). “A model of nonlinearly hardening materials for complex loading.” Acta Mech., 21(3), 173–192.
Dafalias, Y. F., and Popov, E. P. (1976). “Plastic internal variables formalism of cyclic plasticity.” J. Appl. Mech., 43(4), 645–651.
Daouadji, A., and Hicher, P.-y. (2010). “An enhanced constitutive model for crushable granular materials.” Int J Numer Anal Met, 34(6), 555–580.
Einav, I. (2007). “Breakage mechanics—Part I: Theory.” J. Mech. Phys. Solids, 55(6), 1274–1297.
Frossard, E., Dano, C., Hu, W., and Hicher, P. Y. (2012). “Rockfill shear strength evaluation: A rational method based on size effects.” Geotechnique, 62(5), 415–427.
Gajo, A., and Muir Wood, D. (1999). “Severn-Trent sand: A kinematic-hardening constitutive model: The q-p formulation.” Geotechnique, 49(5), 595–614.
Guo, N., and Zhao, J. (2013). “The signature of shear-induced anisotropy in granular media.” Comput. Geotech., 47(1), 1–15.
Hardin, B. O. (1985). “Crushing of soil particles.” J. Geotech. Engrg., 1177–1192.
Indraratna, B., Wijewardena, L. S. S., and Balasubramaniam, A. S. (1993). “Large-scale triaxial testing of greywacke rockfill.” Geotechnique, 43(1), 37–51.
Ishihara, K., Tatsuoka, F., and Yasuda, S. (1975). “Undrained deformation and liquefaction of sand under cyclic stresses.” Soils Found., 15(1), 29–44.
Jefferies, M. G. (1993). “Nor-Sand: A simple critical state model for sand.” Geotechnique, 43(1), 91–103.
Jiang, J. S. (2009). “Experimental research on micro-characteristics and deformation mechanism for coarse-grained soils.” Ph.D. thesis, Hohai Univ., Nanjing, China.
Krieg, R. D. (1975). “A practical two surface plasticity theory.” J. Appl. Mech., 42(3), 641–646.
Lade, P. V., Yamamuro, J. A., and Bopp, P. A. (1996). “Significance of particle crushing in granular materials.” J. Geotech. Eng., 309–316.
Lashkari, A. (2009). “On the modeling of the state dependency of granular soils.” Comput. Geotech., 36(7), 1237–1245.
Lee, K. L., and Farhoomand, I. (1967). “Compressibility and crushing of granular soil.” Can. Geotech. J., 4(1), 68–86.
Li, X. S., and Dafalias, Y. F. (2000). “Dilatancy for cohesionless soils.” Geotechnique, 50(4), 449–460.
Liang, R. Y., and Ma, F. (1992a). “Anisotropic plasticity model for undrained cyclic behavior of clays. I: Theory.” J. Geotech. Engrg., 229–245.
Liang, R. Y., and Ma, F. (1992b). “Anisotropic plasticity model for undrained cyclic behavior of clays. II: Verification.” J. Geotech. Engrg., 246–265.
Liang, R. Y., and Ma, F. (1992c). “A unified elasto-viscoplasticity model for clays, part I: Theory.” Comput. Geotech., 13(2), 71–87.
Liang, R. Y., and Ma, F. (1992d). “A unified elasto-viscoplasticity model for clays, part II: Verification.” Comput. Geotech., 13(2), 89–102.
Liang, R. Y., and Shaw, H. L. (1991). “Anisotropic hardening plasticity model for sands.” J. Geotech. Engrg., 913–933.
Liang, R. Y., and Shaw, H. L. (1992). “Closure to “Anisotropic hardening plasticity model for sands” by Robert Y. Liang and Hann Ling Shaw (June, 1991, Vol. 117, No. 6).” J. Geotech. Engrg., 1480.
Ling, H. I., and Yang, S. (2006). “Unified sand model based on the critical state and generalized plasticity.” J. Eng. Mech., 1380–1391.
Loukidis, D., and Salgado, R. (2009). “Modeling sand response using two-surface plasticity.” Comput. Geotech., 36(1–2), 166–186.
Lowe, J. (1964). “Shear strength of coarse embankment dam materials.” Proc., 8th Int. Congress on Large Dams, International Commission on Large Dams, Paris, 745–761.
Manzari, M. T., and Dafalias, Y. F. (1997). “A critical state two-surface plasticity model for sands.” Geotechnique, 47(2), 255–272.
Marsal, R. J. (1967). “Large scale testing of rockfill materials.” J. Soil Mech. Found. Div., 93(2), 27–43.
McVay, M., and Taesiri, Y. (1985). “Cyclic behavior of pavement base materials.” J. Geotech. Engrg., 1–17.
Mroz, Z., Norris, V. A., and Zienkiewicz, O. C. (1979). “Application of an anisotropic hardening model of elasto-plastic deformation of soils.” Geotechnique, 29(1), 1–34.
Muir Wood, D., and Maeda, K. (2008). “Changing grading of soil: Effect on critical states.” Acta Geotech., 3(1), 3–14.
Murthy, T. G., Loukidis, D., Carraro, J. H., Prezzi, M., and Salgado, R. (2007). “Undrained monotonic response of clean and silty sands.” Geotechnique, 57(3), 273–288.
Ni, Q., Tan, T. S., Dasari, G. R., and Hightf, D. W. (2004). “Contribution of fines to the compressive strength of mixed soils.” Geotechnique, 54(9), 561–569.
Riemer, M. F., and Seed, R. B. (1997). “Factors affecting apparent position of steady-state line.” J. Geotech. Geoenviron. Eng., 281–288.
Roscoe, K. H., Schofield, A. N., and Thurairajah, A. (1963). “Yielding of clays in states wetter than critical.” Geotechnique, 13(3), 211–240.
Russell, A. R., and Khalili, N. (2004). “A bounding surface plasticity model for sands exhibiting particle crushing.” Can. Geotech. J., 41(6), 1179–1192.
Salim, W., and Indraratna, B. (2004). “A new elastoplastic constitutive model for coarse granular aggregates incorporating particle breakage.” Can. Geotech. J., 41(4), 657–671.
Taiebat, M., Kaynia, A. M., and Dafalias, Y. F. (2011). “Application of an anisotropic constitutive model for structured clay to seismic slope stability.” J. Eng. Mech., 137(5), 492–504.
Thevanayagam, S., and Shenthan, T. (2002). “Undrained fragility of clean sands, silty sands, and sandy silts.” J. Geotech. Geoenviron. Eng., 849–859.
Vaid, Y. P., Chung, E. K. F., and Kuerbis, R. H. (1990). “Stress path and steady state.” Can. Geotech. J., 27(1), 1–7.
Varadarajan, A., Sharma, K. G., Abbas, S. M., and Dhawan, K. (2006). “Constitutive model for rockfill materials and determination.” Int. J. Geomech., 226–237.
Wan, R. G., and Guo, P. J. (1998). “A simple constitutive model for granular soils: Modified stress-dilatancy approach.” Comput. Geotech., 22(2), 109–133.
Wang, Z. L., Dafalias, Y. F., Li, X. S., and Makdisi, F. I. (2002). “State pressure index for modeling sand behavior.” J. Geotech. Geoenviron. Eng., 511–519.
Xiao, Y., Liu, H. L., Zhu, J. G., and Shi, W. C. (2011a). “Dilatancy equation of rockfill material under the true triaxial stress condition.” Sci China Tech Sci, 54(S1), 175–184.
Xiao, Y., Liu, H. L., Zhu, J. G., and Shi, W. C. (2012). “Modeling and behaviours of rockfill materials in three-dimensional stress space.” Sci China Tech Sci, 55(10), 2877–2892.
Xiao, Y., Liu, H. L., Zhu, J. G., Shi, W. C., and Liu, M. C. (2011b). “A 3D bounding surface model for rockfill materials.” Sci China Tech Sci, 54(11), 2904–2915.
Yamamuro, J. A., Bopp, P. A., and Lade, P. V. (1996). “One-dimensional compression of sands at high pressures.” J. Geotech. Geoenviron. Eng., 122(2), 147–154.
Yamamuro, J. A., and Lade, P. V. (1998). “Steady-state concepts and static liquefaction of silty sands.” J. Geotech. Geoenviron. Eng., 868–877.
Yang, B. L., Dafalias, Y. F., and Herrmann, L. R. (1985). “A bounding surface plasticity model for concrete.” J. Engrg. Mech. Div., 359–380.
Yao, Y., Gao, Z., Zhao, J., and Wan, Z. (2012). “Modified UH model: Constitutive modeling of overconsolidated clays based on a parabolic Hvorslev envelope.” J. Geotech. Geoenviron. Eng., 860–868.
Yao, Y., Hou, W., and Zhou, A. (2008). “Constitutive model for overconsolidated clays.” Sci. China Series E: Technol. Sci., 51(2), 179–191.
Yao, Y. P., Hou, W., and Zhou, A. N. (2009). “UH model: Three-dimensional unified hardening model for overconsolidated clays.” Geotechnique, 59(5), 451–469.
Yao, Y. P., and Kong, Y. X. (2012). “Extended UH model: Three-dimensional unified hardening model for anisotropic clays.” J. Eng. Mech., 853–866.
Yao, Y. P., Sun, D. A., and Luo, T. (2004). “A critical state model for sands dependent on stress and density.” Int. J. Numer. Anal. Met., 28(4), 323–337.
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Journal of Engineering Mechanics
Volume 140 • Issue 4 • April 2014
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© 2014 American Society of Civil Engineers.
History
Received: Dec 23, 2012
Accepted: Aug 21, 2013
Published online: Aug 23, 2013
Published in print: Apr 1, 2014
Discussion open until: Jun 2, 2014
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