基于状态参数的砂土非线性弹性模型研究

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摘要砂土的密实度和有效围压显著地影响着它的力学变形特性。为了反映这2个因素的影响效应，对沈珠江基于初应变法提出的三参数(压缩模量K0、杨氏模量、体变系数)非线性弹性模型进行修正。首先建立一种可以有效地反映初始状态影响的K0压缩曲线描述模式。其次，为了反映密实度和有效围压对排水三轴试验中剪切曲线的影响，基于状态参数定义“虚拟峰值偏应力”这一变量，并给出一个新的剪切曲线描述模式。另外，为了描述砂土的变形特性，引入剪胀方程。该修正模型数学描述简单，仅有10个材料参数，且各参数均容易确定。最后，利用该修正模型对排水、不排水条件下的三轴试验进行模拟，模型的计算结果与实测结果吻合较好，表明该修正模型可以较准确地描述砂土的物理状态变化对其力学与变形特性的影响，初步验证模型的合理性。

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关键词 ：土力学, 砂土, 状态参数, 压缩, 应变软化, 剪胀性, 非线性弹性

Abstract：Mechanical and deformational characteristics of sands are significantly affected by density and effective confining pressure. In order to reflect the effect of the two factors，the nonlinear elastic model with three-parameters (compression modulus K0，Young?s modulus and coefficient of volumetric deformation)，which was proposed by SHEN Zhujiang based on the initial strain method was modified. Firstly，a description mode of K0 compression curve was established，which could describe the effect of initial state effectively. Then，the variable of virtual peak deviator stress was defined based on state parameter；and a new description mode of shear curve was proposed so as to reflect the effect of density and effective confining pressure. In addition，dilatancy equation was also introduced to describe deformational characteristics of sand. Mathematical description of the modified model is simple，and only ten parameters are involved and easy to identify. Finally，the modified model was used to simulate drained and undrained triaxial tests. A good agreement between computed results and measured results show that the modified model can describe the effect of variation of state parameter on the mechanical and deformation characteristics of sands accurately，so as to verify the rationality of the model primarily.

Key words： soil mechanics sand state parameters compression strain softening dilatancy nonlinear elasticity

收稿日期: 2012-07-25

引用本文:

陈成，周正明. 基于状态参数的砂土非线性弹性模型研究[J]. 岩石力学与工程学报, 2013, 32(2): 369-376.
CHEN Cheng，ZHOU Zhengming . STUDY OF NONLINEAR ELASTIC MODEL OF SAND BASED ON STATE PARAMETERS. , 2013, 32(2): 369-376.

链接本文:

http://www.rockmech.org/CN/Y2013/V32/I2/369

[2]	BEEN K，JEFFERIES M G. A state parameter for sands[J]. Geotechnique，1985，35(2)：99-112. " target="_blank">
[3]	JEFFERIES M G. Nor-sand：a simple critical state model for sand[J]. Geotechnique，1993，43(1)：91-103. " target="_blank">
[5]	LI X S，DAFALIAS Y F. Dilatancy for cohesionless soil[J]. Geotechnique，2000，50(4)：449-460. " target="_blank">
[9]	沈珠江. 考虑剪胀性的土和石料的非线性应力应变模式[J]. 南京水利水运科学研究，1986，(4)：1-14.(SHEN Zhujiang. A nonlinear dilatant stress-strain model for soils and rock materials[J]. Journal of Nanjing Hydraulic Research Institute， 1986，(4)：1-14.(in Chinese)) " target="_blank">
[11]	DAFALIAS Y F，MANZARI M T. Simple plasticity sand model accounting for fabric change effects[J]. Journal of Engineering Mechanics，2004，130(6)：622-634. " target="_blank">
[13]	WANG Z L，DAFALIAS Y F，LI X S，et al. State pressure index for modeling sand behavior[J]. Journal of Geotechnical and Geoenvironmental Engineering，2002，128(6)：511-519. " target="_blank">
[4]	MANZARI M T，DAFALIAS Y F. A critical state two surface plasticity model for sands[J]. Geotechnique，1997，47(2)：255-272. " target="_blank">
[7]	罗刚，张建民. 考虑物理状态变化的砂土本构模型[J]. 水利学报，2004，(7)：26-31.(LUO Gang，ZHANG Jianmin. Constitutive model for sand considering the variation of its physical state[J]. Journal of Hydraulic Engineering，2004，(7)：26-31.(in Chinese)) " target="_blank">
[19]	RICHART F E，HALL J R，WOODS R D. Vibrations of soils and foundations[M]. Englewood Cliffs，NJ：Prentice-Hall，1970：151-152. " target="_blank">
[10]	LI X S，WANG Y. Linear representation of steady-state line for sand[J]. Journal of Geotechnical and Geoenvironmental Engineering，1998，124(12)：1 215-1 217. " target="_blank">
[20]	WOOD D M，BELKHEIR K，LIU D F. Strain softening and state parameter for sand modeling[J]. Geotechnique，1994，44(2)：335-339. " target="_blank">
[6]	GAJO A，WOOD M D. Severn-Trent sand：a kinematic- hardening constitutive model：the q-p formulation[J]. Geotechnique，1999，49(5)：595-614. " target="_blank">
[8]	DUNCAN J M，CHANG C Y. Nonlinear analysis of stress and strain in soils[J]. Journal of the Soil Mechanics and Foundations Division，1970，96(5)：1 629-1 653. " target="_blank">
[14]	LASHKARI A. On the modeling of the state dependency of granular soils[J]. Computers and Geotechnics，2009，36(7)：1 237-1 245. " target="_blank">
[15]	PESTANA J M，WHITTLE A J. Compression model for cohesionless soils[J]. Geotechnique，1995，45(4)：611-631. " target="_blank">
[16]	NAKATA Y，KATO Y，HYODO M，et al. One-dimensional compression behavior of uniformly graded sand related to single particle crushing strength[J]. Soils and Foundations，2001，41(2)：39-51. " target="_blank">
[1]	VERDUGO R，ISHIHARA K. The steady state of sandy soils[J]. Soils and Foundations，1996，36(2)：81-91. " target="_blank">
[12]	WAN R G，GUO P J. A simple constitutive model for granular soils：modified stress-dilatancy approach[J]. Computers and Geotechnics，1998，22(2)：109-133. " target="_blank">
[17]	SHENG D C，YAO Y P，CARTER J P. A volume-stress model for sands under isotropic and critical stress states[J]. Canadian Geotechnical Journal，2008，45(11)：1 639-1 645. " target="_blank">
[18]	岑威钧，王修信，BAUER E，等. 堆石料的亚塑性本构建模及其应用研究[J]. 岩石力学与工程学报，2006，26(2)：312-322.(CEN Weijun，WANG Xiuxin，BAUER E，et al. Study on hypoplastic constitute modeling of rockfill and its application[J]. Chinese Journal of Rock Mechanics and Engineering，2006，26(2)：312-322.(in Chinese)). " target="_blank">
[21]	ISHIHARA K，TATSUOKA F，YASUADA S. Undrained deformation and liquefaction of sand under cyclic stresses[J]. Soils and Foundations，1975，15(1)：29-44. " target="_blank">