ZHANG Shuo (张硕), LIAO Chencong* (廖晨聪), ZHANG Qi (张琪), ZHEN Liang (甄亮) . Elastoplastic Model for Soils Considering Structure and Overconsolidation[J]. Journal of Shanghai Jiaotong University(Science), 2019 , 24(2) : 196 -203 . DOI: 10.1007/s12204-019-2050-1

[1] ZHU H H, YE B, CAI Y C, et al. An elasto-viscoplasticmodel for soft rock around tunnels considering overconsolidationand structure effects [J]. Computers andGeotechnics, 2013, 50: 6-16. [2] LI M G, ZHANG Z J, CHEN J J, et al. Zoned andstaged construction of an underground complex inShanghai soft clay [J]. Tunnelling and UndergroundSpace Technology, 2017, 67: 187-200. [3] LI M G, CHEN J J, WANG J H, et al. Comparativestudy of construction methods for deep excavationsabove shield tunnels [J]. Tunnelling and UndergroundSpace Technology, 2018, 71: 329-339. [4] YE B, YE G L, ZHANG F, YASHIMA A. Experimentand numerical simulation of repeated liquefactionconsolidationof sand [J]. Soils and Foundations, 2007,47(3): 547-558. [5] YAO Y P, HOU W, ZHOU A N. UH model: Threedimensionalunified hardening model for overconsolidatedclays [J]. G′eotechnique, 2009, 59(5): 451-469. [6] YIN Z Y, KARSTUNEN M, CHANG C S, et al. Modelingtime-dependent behavior of soft sensitive clay [J].Journal of Geotechnical and Geoenvironmental Engineering,2011, 137(11): 1103-1113. [7] SUN D A, ZHANG J R, GAO Y, et al. Influence ofsuction history on hydraulic and stress-strain behaviorof unsaturated soils [J]. International Journal ofGeomechanics, 2016, 16(6): D4015001. [8] WHITTLE A J, KAVVADAS M J. Formulation ofMIT-E3 constitutive model for overconsolidated clays[J]. Journal of Geotechnical Engineering, 1994, 120(1):173-198. [9] HASHIGUCHI K, CHEN Z P. Elastoplastic constitutiveequation of soils with the subloading surfaceand rotational hardening [J]. International Journal forNumerical and Analytical Methods in Geomechanics,1998, 22(3): 197-227. [10] NAKAI T, HINOKIO M. A simple elastoplastic modelfor normally and overconsolidated soils with unifiedmaterial parameters [J]. Soils and Foundations, 2004,44(2): 53-70. [11] KAVVADAS M, AMOROSI A. A constitutive modelfor structured soils[J]. G′eotechnique, 2000, 50(3): 263-273. [12] LIU M D, CARTER J P. Modelling the destructuringof soils during virgin compression [J]. G′eotechnique,2000, 50(4): 479-483. [13] LIUM D, CARTER J P. A structured Cam Clay model[J]. Canadian Geotechnical Journal, 2002, 39(6): 1313-1332. [14] ZHU E Y, YAO Y P. Structured UH model for clays[J].Transportation Geotechnics, 2015, 3: 68-79. [15] ASAOKA A, NAKANO M, NODA T. Superloadingyield surface concept for highly structured soil behavior[J]. Soils and Foundations, 2000, 40(2): 99-110. [16] ASAOKA A, NAKANO M, NODA T, et al. Delayedcompression/consolidation of natural clay dueto degradation of soil structure [J]. Soils and Foundations,2000, 40(3): 75-85. [17] ROSCOE K H, SCHOFIELD A N, THURAIRAJAHA. Yielding of clays in states wetter than critical [J].G′eotechnique, 1963, 13(3): 211-240. [18] MATSUOKA H, NAKAI T. Stress-deformation andstrength characteristics of soil under three differentprincipal stresses [J]. Proceedings of the Japan Societyof Civil Engineers, 1974, 232(9): 59-70. [19] YAO Y P, SUN D A. Application of Lade’s criterion toCam-clay model [J]. Journal of Engineering Mechanics,2000, 126(1): 112-119. [20] YAO Y P, ZHOU A N, LU D C. Extended transformedstress space for geomaterials and its application[J]. Journal of Engineering Mechanics, 2007, 133(10):1115-1123. [21] BECKER D E, CROOKS J H A, BEEN K, et al.Work as a criterion for determining in situ and yieldstresses in clays [J]. Canadian Geotechnical Journal,1987, 24(4): 549-564. [22] YE G L, YE B. Investigation of the overconsolidationand structural behavior of Shanghai clays by elementtesting and constitutive modeling [J]. UndergroundSpace, 2016, 1(1): 62-77. [23] YE G L, YE B, ZHANG F. Strength and dilatancy ofoverconsolidated clay in drained true triaxial tests [J].Journal of Geotechnical and Geoenvironmental Engineering,2014, 140(4): 06013006