基于双参数屈服函数的黏土和砂土非正交单屈服面模型

doi:10.13722/j.cnki.jrme.2020.0096

摘要
图/表
参考文献
相关文章 (15)

全文: PDF (929 KB) HTML (1 KB)
输出: BibTeX | EndNote (RIS)

摘要假定任意加载时刻土体的应力点始终位于下加载面上，并且基于临界状态土力学框架建立适用于黏土和砂土的非正交单屈服面模型。该模型具有形式简单且易于理解的优点，其所采用的硬化法则能够考虑应力水平和密度等因素对下加载面演化规律的影响，适用于超固结黏土和密砂应变软化和剪胀特性的理论描述。该硬化法则同时包含应力状态参量和密度状态参量，其中可用于描述p-q平面当前有效平均主应力p与临界状态有效平均主应力之间的相对位置；而则用于描述平面当前孔隙比e与临界状态孔隙比之差。当土体由于剪切达到临界状态时，状态参量和均趋近于0。另一方面，该模型所采用的广义塑性势函数可以由一个与修正剑桥模型剪胀方程类似的高阶剪胀方程积分得到，其所包含的与土体剪胀特性有关的材料参数a可以由试验得到的剪胀曲线拟合得到。进一步引入材料参数d，可以由广义塑性势函数得到适用于不同类型岩土材料的双参数屈服函数。调整d的取值，可以分别得到相关联()和非相关联()的塑性流动法则。土体的塑性流动方向m和加载方向n之间的偏差将随着d增大而增大，此时应变矢量不再垂直于物理屈服面。该模型充分考虑了屈服面几何形状对模型计算结果的影响，将计算结果与黏土和砂土的试验结果进行对比分析，可以看出，该模型能够对黏土和砂土的力学特性进行统一的描述；此外，适当的调整屈服面的几何形状能够显著的提高模型的计算精度。

	服务

	把本文推荐给朋友
	加入我的书架
	加入引用管理器
	E-mail Alert
	RSS
	作者相关文章
	李海潮1
	童晨曦1
	马博1
	张升1
	2

关键词 ：土力学, 双参数屈服函数, 黏土, 砂土, 状态参量, 连续方程

Abstract：A non-orthogonal single yield surface model for clays and sands is proposed based on the critical state soil mechanics，while，and a state-dependent hardening rule including parameters of and is developed for the sub-loading surface by considering the effects of the stress level and the relative density. The proposed model is quite simple in the formula and is capable of describing the strain-softening and dilative features of over consolidated clays and dense sands. In the plane，the relative position between the current mean effective stress and the critical state mean effective stress is represented by the pressure state parameter，while the void difference between the current and critical states in the plane is captured by the density state parameter. Both and will approach zero once the material enters the critical state due to yielding. On the other hand，the generalized plastic potential function adopted in the proposed model is integrated by a high-order dilatancy rule，which is extended from the modified Cam-clay dilatancy rule. The plastic potential function contains a dilatancy related parameter a，whose value can be determined by fitting dilatancy curves with the high-order dilatancy rule. Besides，a two-parameter yield function can be developed by introducing an extra parameter into the proposed plastic potential function. Adjusting the value of d，both associated() and non-associated() plastic flow rules can be obtained. The deviation between the plastic flow direction() and the loading direction() increases as the parameter d increases，and at the same time，the strain vector is not normal to the yield surface. With the two-parameter yield function，the proposed model can consider the effect of the yield surface shape on the model prediction. Comparisons between the calculation results by the proposed model and drained triaxial test results of clays and sands show that the developed model can uniformly describe the behaviors of clays and sands. Moreover，adjusting the yield function shape can improve the accuracy of model prediction significantly.

Key words： soil mechanics two-parameter yield function clays sands state parameters constitutive equations

引用本文:

李海潮1，童晨曦1，马博1，张升1，2. 基于双参数屈服函数的黏土和砂土非正交单屈服面模型[J]. 岩石力学与工程学报, 2020, 39(11): 2319-2327.
LI Haichao1，TONG Chenxi1，MA Bo1，ZHANG Sheng1，2. A non-orthogonal single yield surface model for clays and sands based on a two-parameter yield function. , 2020, 39(11): 2319-2327.

链接本文:

http://rockmech.whrsm.ac.cn/CN/10.13722/j.cnki.jrme.2020.0096 或 http://rockmech.whrsm.ac.cn/CN/Y2020/V39/I11/2319

[1]	ROSCOE K H，BURLAND J B. On the generalized stress-strain behaviour of wet clay[J]. Géotechnique，1968，10：535-609.
[7]	BEEN K，JEFFERIES M G. A state parameter for sands[J]. Géotechnique，1985，35(2)：99-112.
[29]	SULTAN N，CUI Y J，DELAGE P. Yielding and plastic behaviour of Boom clay[J]. Géotechnique，2010，60(9)：657-666.
[13]	YAO Y P，LIU L，LUO T，et al. Unified hardening (UH) model for clays and sands[J]. Computers and Geotechnics，2019，110：326-343.
[20]	姚仰平，刘林，罗汀. 砂土的 UH 模型[J]. 岩土工程学报，2016，38(12)：2 147-2 153.(YAO Yangping，LIU Lin，LUO Ting. UH model for sands[J]. Chinese Journal of Geotechnical Engineering，2016，38(12)：2 147-2 153.(in Chinese))
[30]	ELLIOTT G M. An investigation of a yield criterion for porous rock [Ph. D. Thesis][D]. London：University of London，1983.
[8]	JEFFERIES M G. Nor-Sand：a simle critical state model for sand[J]. Géotechnique，1993，43(1)：91-103.
[28]	张锋. 计算土力学[M]. 北京：人民交通出版社，2007：31.(ZHANG Feng. Computational soil mechanics[M]. Beijing：China Communications Press，2007：31.(in Chinese))
[2]	YAO Y P，HOU W，ZHOU A N. UH model：Three-dimensional unified hardening model for overconsolidated clays[J]. Géotechnique，2009，59(5)：451-469.
[3]	HASHIGUCHI K. Subloading surface model in unconventional plasticity[J]. International Journal of Solids and Structures，1989，25(8)：917-945.
[6]	NAKAI T，HINOKIO M. A simple elastoplastic model for normally and over consolidated soils with unified material parameters[J]. Soils and foundations，2004，44(2)：53-70.
[10]	XIAO Y，LIU H，CHEN Y，et al. Bounding surface plasticity model incorporating the state pressure index for rockfill materials[J]. Journal of Engineering Mechanics，2014，140(11)：04014087.
[12]	YU H S. CASM：A unified state parameter model for clay and sand[J]. International Journal for Numerical and Analytical Methods in Geomechanics，1998，22(8)：621-653.
[15]	ALONSO E E，ROMERO E E，ORTEGA E. Yielding of rockfill in relative humidity-controlled triaxial experiments[J]. Acta Geotechnica，2016，11(3)：455-477.
[16]	COLLINS I F，KELLY P A. A thermomechanical analysis of a family of soil models[J]. Géotechnique，2002，52(7)：507-518.
[4]	YAMAKAWA Y，HASHIGUCHI K，IKEDA K. Implicit stress- update algorithm for isotropic Cam-clay model based on the subloading surface concept at finite strains[J]. International Journal of Plasticity，2010，26(5)：634-658.
[5]	HASHIGUCHI K. Foundations of elastoplasticity：subloading surface model[M]. New York：Springer，2017：330-340.
[9]	DAFALIAS Y F. Bounding surface plasticity. I：Mathematical foundation and hypoplasticity[J]. Journal of Engineering Mechanics，1986，112(9)：966-987.
[11]	刘斯宏，沈超敏，毛航宇，等. 堆石料状态相关弹塑性本构模型[J]. 岩土力学，2019，40(8)：2 891-2 898.(LIU Sihong，SHEN Chaomin，MAO Hangyu，et al. State-dependent elastoplastic constitutive model for rockfill materials[J]. Rock and Soil Mechanics，2019，40(8)：2 891-2 898.(in Chinese))
[14]	PESTANA J M，WHITTLE A J. Formulation of a unified constitutive model for clays and sands[J]. International Journal for Numerical and Analytical Methods in Geomechanics，1999，23(12)：1 215-1 243.
[18]	PANTEGHINI A，LAGIOIA R. An extended modified Cam-clay yield surface for arbitrary meridional and deviatoric shapes retaining full convexity and double homothety[J]. Géotechnique，2018，68(7)：590-601.
[21]	MORTARA G. A new yield criterion for soils with embedded tension cut-off[J]. Meccanica，2019，54(4/5)：683-696.
[24]	NGUYEN L D，FATAHI B，KHABBAZ H. A constitutive model for cemented clays capturing cementation degradation[J]. International Journal of Plasticity，2014，56(5)：1-18.
[31]	PETALAS A L，DAFALIAS Y F. Implicit integration of incrementally non-linear，zero-elastic range，bounding surface plasticity[J]. Computers and Geotechnics，2019，112：386-402.
[17]	GAO Z，ZHAO J，YIN Z Y. Dilatancy relation for overconsolidated clay[J]. International Journal of Geomechanics，2017，17(5)：06016035.
[19]	李海潮，张升，沈远. 考虑温度影响的岩土材料高阶屈服函数[J]. 岩石力学与工程学报，2018，37(12)：2 795-2 803.(LI Haichao，ZHANG Sheng，SHEN Yuan. A high order yield function for geo-materials considering the effect of temperature[J]. Chinese Journal of Rock Mechanics and Engineering，2018，37(12)：2 795- 2 803.(in Chinese))
[22]	BOUSSHINE L，CHAABA A，DE SAXCE G. Softening in stress-strain curve for Drucker-Prager non-associated plasticity[J]. International Journal of Plasticity，2001，17(1)：21-46.
[25]	SUN Y，GAO Y，ZHU Q. Fractional order plasticity modelling of state-dependent behaviour of granular soils without using plastic potential[J]. International Journal of Plasticity，2018，102(3)：53-69.
[27]	LU D，LIANG J，DU X，et al. Fractional elastoplastic constitutive model for soils based on a novel 3D fractional plastic flow rule[J]. Computers and Geotechnics，2019，105(2)：277-290.
[32]	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.
[23]	KASAMA K，OCHIAI H，YASUFUKU N. On the stress-strain behaviour of lightly cemented clay based on an extended critical state concept[J]. Soils and Foundations，2000，40(5)：37-47.
[26]	孙逸飞，高玉峰，鞠雯. 分数阶塑性力学及其砂土本构模型[J].岩土工程学报，2018，40(8)：1 535-1 541.(SUN Yifei，GAO Yufeng，JU Wen. Fractional plasticity and its application in constitutive model for sands[J]. Chinese Journal of Geotechnical Engineering，2018，40(8)：1 535-1 541.(in Chinese))
[33]	ZERVOYANNIS C. Etude synthétique des propriétés mécaniques des argiles saturées et des sables sur chemin œdométrique et triaxial de révolution[Ph. D. Thesis][D]. Chatenay-Malabry：Ecole Centrale Paris Chatenay- Malabry，1982.