Walton G, Hedayat A, Kim E, Labrie D (2017) Post-yield strength and dilatancy evolution across the brittle-ductile transition in Indiana limestone. Walton G, Arzua J, Alejano LR, Diederichs MS (2014) A laboratory-testing-based study on the strength, deformability, and dilatancy of carbonate rocks at low confinement. Sonmez H, Ulusay R (1999) Modification to the geological strength index (GSI) and their applicability to stability of slopes. Sitharam TG, Shimizu N, Sridevi J (2001) Practical equivalent continuum characterization of jointed rock masses. Int J Rock Mech Min Sci Geomech Abstr 22(4):197–213
Singh B (1973) Continuum characterization of jointed rock masses. Priest SD (2012) Three-dimensional failure criteria based on the Hoek-Brown criterion. Priest SD (2005) Determination of shear strength and three-dimensional yield strength for the Hoek-Brown yield criterion. In: Romana M (ed) Rock mechanics and power plants. Pan XD, Hudson JA (1988) A simplified three dimensional Hoek-Brown yield criterion. Owen DJR, Hinton E (1980) Finite elements in plasticity: theory and practice. Mogi K (1971) Fracture and flow of rocks under high triaxial compression.
#Radcyl flac3d manual#
LSTC (Livermore Software Technology Corporation) (2017) LS-DYNA keyword user’s manual volume I-III. Krieg RD, Krieg DB (1977) Accuracies of numerical solution methods for the elastic-perfectly plastic model. Jiang H, Wang XW, Xie YL (2011) New strength criteria for rocks under polyaxial compression. Hudson JA, Harrison JP (1997) Rock engineering mechanics-an introduction to the principles. Hoek E, Carranza-Torres C, Corkum B (2002) Hoek–Brown failure criterion-2002 edition. In: Proceedings of the international ISRM symposium on rock characterization, Chester, UK, pp 209–214 Hoek E, Wood D, Shan S (1992) A modified Hoek–Brown criterion for jointed rock masses. Hoek E, Diederichs MS (2006) Empirical estimation of rock mass modulus. Hoek E, Brown ET (2018) The Hoek-Brown failure criterion and GSI-2018 edition. symp., University of Toronto, Canada, pp 31–38 Hoek E, Brown ET (1988) The Hoek–Brown criterion-a 1988 update. Hoek E, Brown ET (1980) Empirical strength criterion for rock masses. Technical note for RocNews, winter 2012 issue, RocScience, Gercek H (2007) Poisson’s ratio values for rocks. Gens A, Carol I, Alonso E (1990) A constitutive model for rock joints formulation and numerical implementation. Int J Rock Mech Min Sci 45(6):831–847įarmer IW (1983) Engineering behaviour of rocks. Manuscript submitted for publicationĬlausen J, Damkilde L (2008) An exact implementation of the Hoek-Brown criterion for elasto-plastic finite element calculations. Int J Rock Mech Min Sci 44:247–265Ĭhen H, Zhu H, Zhang L (2019) Further modification of a generalized three-dimensional Hoek-Brown criterion. Mech Mater 13:217–246Ĭai M, Kaiser PK, Tasaka Y, Minami M (2007) Determination of residual strength parameters of jointed rock masses using the GSI system. Plaxis bv, NLĬai M, Horii H (1992) A constitutive model of highly jointed rock masses. Dassault Systems Simulia Corp, USAīrinkgreve RBJ, Engine E, Swolfs WM (2013) Plaxis 3D user manual. Young’s modulus of rock mass \(I_ \right]\)ĪBAQUS Inc. The results show that the predicted displacements of the rock tunnel are in good agreement with the field measurements.
Finally, a 3D numerical model based on the proposed constitutive model is constructed to simulate a highway rock tunnel during construction.
#Radcyl flac3d code#
The proposed constitutive model has been successfully implemented in a 3D finite-difference code and validated using it to simulate the true triaxial test of two types of rocks and comparing the simulation results with the experimental data. To reflect strain-softening, strain-hardening, and elastic-perfectly plastic behavior of rock in a unified way, a general expression is proposed to model the post-failure behavior of rock using the deviatoric plastic shear strain as the fundamental variable. The constitutive model adopts a non-associated plastic flow rule and a continuous potential function that takes the three effective principal stresses into account. This paper proposes a unified constitutive model for rock based on the newly modified generalized Zhang-Zhu (GZZ) criterion.
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