1[3]Mroz.Z.Norris,V.A & Zienkiewicz,O.C.Application of an anisotropic hardening model in the analysis of elasto-plastic deformation of soils[J].Geotechnique,1979,29(1):1-34..
2[4]Stallebrass.S.E &Taylor.R.N.The development and evaluation of a constitutive model for the prediction of ground movements in overconsolidated clay[J].Geotechnique,1997,47(2):235-253.
3[5]Whittle.A.J.Evaluation of a Constitutive Model for Overconsolidated Clays[J].Geotechnique,1993,43(2):289-313.
4[6]Puzrin.A.M & Burland.J.B.Non-linear model of small-strain behaviour of soils[J].Geotechnique,1998,48(2):217-233.
1[1]Burland J B. Ninth Laurits Bjerrum memorial lecture: “Small is beautiful”—the stiffness of soils small strain[J]. Can. Geotech. J., 1998, 26: 499～516.
2[2]Tatsuoka F. Measurements of elastic properties of geomaterials in laboratory compression tests[J]. Geotechnical Testing Journal. 1994, 17(1): 80～94.
3[3]Akison J H. Effect of recent stress history on the stiffness of overconsolidatd soil[J]. Geotechnique, 1990,40(4):531～540.
4[4]Smith P R. The yield of Bothkennar clay[J]. Geotechnique, 1992,42(2):257～274.
5[5]Jardine R J. The measurement of soil stiffness in the trixial apparatus[J]. Geotechnique, 1984,34(3):323～340.
6[6]Wong P K K. Yielding and plastic flow of sensitive cemented clay[J]. Geotechnique, 1975,25(4):763～782.
