土的三维弹黏塑性应力路径本构模型

doi:10.13722/j.cnki.jrme.2016.1298

摘要
图/表
参考文献(37)
相关文章 (15)

全文: PDF (478 KB) HTML (1 KB)
输出: BibTeX | EndNote (RIS)

摘要

基于土的等向压缩规律，将变形分解为瞬时变形和延时变形，参考UH模型中瞬时变形和延时变形的计算方法，发展一个土的一维EVP模型。在土的应力路径本构模型基础上，考虑超固结比和剪应力比对瞬时塑性变形的影响；结合过应力理论和修正剑桥模型塑性势函数将一维应力状态下的延时变形规律拓展到三维应力状态。提出三维应力状态下瞬时和延时变形的计算方法，进而建立的三维EVP应力路径本构模型。分析7个材料参数的物理意义，并给出材料参数的确定方法。通过与试验结果的比较表明，所建立的三维模型可合理地描述黏土和砂土的黏性特性，尤其是可同时描述土体开挖时应力比加载条件下土体变形的时间效应、应力路径相关性等。

	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
	路德春
	苗金波
	林庆涛
	杜修力

关键词 ：土力学, 弹黏塑性, 应力路径, 蠕变, 应变率效应, 本构模型

Abstract：

Based on the isotropic compression law of soil，the total deformation of soil is divided into instantaneous and time delayed. Referring to the calculation methods for instantaneous and delayed compression of united hardening(UH) model，an one-dimensional elastic-viscous-plastic(EVP) constitutive model is developed. On the basis of an elastic plastic(EP) constitutive model for soil considering the stress paths dependency， influences of over consolidated ratio(OCR) and shear stress ratio on instant compression are considered；the delayed compression law under isotropic condition is extended to three-dimensional stress state by combining with overstress theory and plastic potential function of the modified Cam-clay model. Then a calculation method for instant and delayed compression under three dimensional stress state is proposed，meanwhile a 3D EVP model is built. The new model contains 7 material parameters，physical significances and determination of parameters have been analyzed and given. Comparisons between model predictions and experimental results show the 3D model can describe viscosity properties of clay and sand reasonably under not only conventional stress path，but also typical stress paths of stress ratio loading under excavation.

Key words： soil mechanics elastic-viscous-plastic stress path creep strain rate effect constitutive model

引用本文:

路德春，苗金波，林庆涛，杜修力. 土的三维弹黏塑性应力路径本构模型[J]. 岩石力学与工程学报, 2018, 37(S1): 3633-3644.
LU Dechun，MIAO Jinbo，LIN Qingtao，DU Xiuli. A three-dimensional elastic-viscous-plastic model for soils considering the stress path dependency. , 2018, 37(S1): 3633-3644.

链接本文:

https://rockmech.whrsm.ac.cn/CN/10.13722/j.cnki.jrme.2016.1298 或 https://rockmech.whrsm.ac.cn/CN/Y2018/V37/IS1/3633

[1]	YIN J H，GRAHAM J. Equivalent times and elastic visco-plastic modelling of time-dependent stress-strain behaviour of clays[J]. Canadian Geotechnical Journal，1994，31(1)：42-52.
[2]	余湘娟，殷宗泽，高磊. 软土的一维次固结双曲线流变模型研究[J]. 岩土力学，2015，36(2)：320-324.(YU Xiangjuan，YIN Zongze，GAO Lei. A hyperbolic rheological model for one-dimensional secondary consolidation of soft soils[J]. Rock and Soil Mechanics，2015，36(2)：320-324.(in Chinese))
[3]	柯文汇，陈健，盛谦. 结构性软黏土的一维弹黏塑性模型[J]. 岩土工程学报，2016，38(3)：494-503.(KE Wenhui，CHEN Jian，SHENG Qian. One-dimensional elasto-viscoplastic model for structured soft clays[J]. Chinese Journal of Geotechnical Engineering，2016，38(3)：494-503.(in Chinese))
[4]	赵延林，曹平，文有道，等. 岩石弹黏塑性流变试验和非线性流变模型研究[J]. 岩石力学与工程学报，2008，27(3)：477-486.(ZHAO Yanlin，CAO Ping，WEN Youdao，et al. Elastovisco-plastic rheological experiment and nonlinear rheological model of rocks[J]. Chinese Journal of Rock Mechanics and Engineering，2008，27(3)：477-486.(in Chinese))
[5]	潘晓明，杨钊，许建聪. 非定常西原黏弹塑性流变模型的应用研究[J]. 岩石力学与工程学报，2011，30(增1)：2640-2646.(PAN Xiaoming，YANG Zhao，XU Jiancong. Application study of nonstationarynishihara viscoelasto-plastic rheological model[J]. Chinese Journal of Rock Mechanics and Engineering，2011，30(Supp.1)：2640-2646.(in Chinese))
[6]	PERZYNA P. The constitutive equations for rate sensitive plastic materials[J]. Quarterly of Applied Mathematics，1963，20(4)：321-332.
[7]	ADACHI T，OKA F. Constitutive equations for normally consolidated clay based on elasto-viscoplasticity[J]. Soils and Foundations，1982，22(4)：57-70.
[8]	KUTTER B L，SATHIALINGAM N. Elastic-viscoplastic modelling of the rate-dependent behaviour of clays[J]. Géotechnique，1992，42(3)：427-441.
[9]	IMPOSIMATO S，VARDOULAKIS I，PRISCO C D. Mechanical modelling of drained creep triaxial tests on loose sand[J]. Géotechnique，2000，50(1)：73-82.
[10]	YIN Z Y，CHANG C S，KARSTUNEN M，et al. An anisotropic elastic-viscoplastic model for soft clays[J]. International Journal of Solids and Structures，2010，47(5)：665-677.
[11]	FREITAS T M B，POTTS D M，ZDRAVKOVIC L. A time dependent constitutive model for soils with Isotach viscosity[J]. Computers and Geotechanics，2011，38(6)：809-820.
[12]	OLSZAK W，PERZYNA P. The constitutive equation of the flow theory for a nonstationary yield condition[M]. Berlin：Springer，1966：545-553.
[13]	SEKIGUCHI H. Rheological characteristics of clays[C]// Proceedings of the 9th InternationalConference of Soil Mechanicas and Foundation Engineering. Tokyo：[s. n.]，1977：89-292.
[14]	YIN J H，GRAHAM J. Elastic viscoplastic modeling of time-dependent stress-strain behaviour of soils[J]. Canadian Geotechnical Journal，1999，36(4)：736-745.
[15]	姚仰平，孔令明，胡晶. 考虑时间效应的UH模型[J]. 中国科学：技术科学，2013，43(3)：298-314.(YAO Yangping，KONG Lingming，HU Jing. An elastic-viscous-plastic model for overconsolidated clays[J]. Science China：Technological Sciences，2013，43(3)：298-314.(in Chinese))
[16]	QIAO Y F，FERRARI A，LALOUI L，et al. Nonstationary flow surface theory for modeling the viscoplastic behaviors of soils[J]. Computers and Geotechnics，2016，76：105-119.
[17]	SEKIGUCHI H. Macrometric approaches-static-intrinsically time dependent constitutive laws of soils[C]//ISSMFE Subcommittee on Constitutive Laws of Soils and Proceedingsof Discussion Session 1A. San Francisco：[s. n.]，1985：66-98.
[18]	HINCHBERGER S D，ROWE R K. Modelling the rate-sensitive characteristics of the Gloucester foundation soil[J]. Canadian Geotechnical Journal，1998，35(5)：769-789.
[19]	FREITAS T M B，POTTS D M，ZDRAVKOVIC L. Some strengths and weaknesses of overstress based elastic viscoplastic models[J]. Springer，2013：107-114.
[20]	LIINGAARD M，AUGUSTESEN A，LADE P V. Characterization of Models for Time-Dependent Behavior of Soils[J]. International Journal of Geomechanics，2004，4(3)：157-177.
[21]	KALIAKIN V N，DAFALIAS Y F. Theoretical aspects of the elastoplastic-viscoplastic bounding surface model for cohesive soils[J]. Soils and Foundations，1990，30(3)：11-24.
[22]	KALIAKIN V N，DAFALIAS Y F. Theoretical aspects of the elastoplastic-viscoplastic bounding surface model for cohesive soils[J]. Soils and Foundations，1990，30(3)：25-36.
[23]	TATSUOKA F，BENEDETTO H D，ENOMOTO T，et al. Various viscosity types of geomaterials in shear and their mathematical expression[J]. Soils and Foundations，2008，48(1)：41-60.
[24]	KONGKITKUL W，TATSUOKA F，DUTTINE A，et al. Modeling and simulation of rate-dependent stress-strain behaviour of granular materials in shear[J]. Soils and Foundations，2008，48(2)：175- 194.
[25]	路德春，姚仰平. 砂土的应力路径本构模型[J]. 力学学报，2005，37(4)：451-459.(LU Dechun，YAO Yangping. Constitutive model of sand considering complex stress paths[J]. Chinese Journal of Theoretical and Applied Mechanics，2005，37(4)：451-459.(in Chinese))
[26]	BOPP P A，LADE P V. Effects of initial density on soil instability at high pressures[J]. Journal of Geotechnical and Geoenvironmental Engineering，1997，123(7)：671-677.
[27]	BJERRUM L. Engineering geology of Norwegian normally-consolidated marine clays as related to settlements of buildings[J]. Géotechnique，1967，17(2)：83-118.
[28]	殷建华，JACK I C. 土体与时间相关的一维应力-应变性状、弹黏塑性模型和固结分析[J]. 岩土力学，1994，15(3)：65-80.(YIN Jianhua，JACK I C. One-dimensional time dependent stress-strain behavior of soils，elastic visco-plastic modelling，and consolidation analysis[J]. Rock and Soil Mechanics，1994，15(3)：65-80.(in Chinese))
[29]	李广信. 高等土力学[M]. 北京：清华大学出版社，2004：240-242.(LI Guangxin. Advanced soil mechanics[M]. Beijing：Tsinghua University Press，2004：240-242.(in Chinese))
[30]	ZHU J G. Experimental study and EVP modelling of the time dependent behavior of Hong Kong marine deposits[Ph. D. Thesis][D]. HongKong：HongKong Polytechnic University，2000.
[31]	尹振宇，朱启银，朱俊高. 软黏土蠕变特性试验研究：回顾与发展[J]. 岩土力学，2013，34(增2)：1-17.(YIN Zhenyu，ZHU Qiyin，ZHU Jungao. Experimental investigation on creep behavior of soft clays：review and development[J]. Rock and Soil Mechanics，2013，34(Supp.2)：1-17.(in Chinese))
[32]	KARSTUNEN M，VERMEER P A，LEONI M. Anisotropic creep model for soft soils[J]. Géotechnique，2008，58(3)：215-226.
[33]	孙益振，邵龙潭. 基于局部与整体变形测量的粉土泊松比试验研究[J]. 岩土工程学报，2006，28(8)：1033-1038.(SUN Yizhen，SHAO Longtan. Experimental researches on Poisson’s ratio of silty soil based on local and whole deformation measurements[J]. Chinese Journal of Geotechnical Engineering，2006，28(8)：1033-1038.(in Chinese))
[34]	YIN J H，ZHU J G. Measured and predicted time-dependent stress-strain behaviour of Hong Kong marine deposits[J]. Canadian Geotechnical Journal，1999，36(4)：760-766.
[35]	KIYOTA T，TATSUOKA F，YAMAMURO J. Drained and undrained creep characteristics of loose saturated sand[C]//Geo-Frontiers Congress. [S. l.]：[s. n.]，2005：1-10.
[36]	LADE P V，LIGGIO C D，NAM J. Strain rate，creep，and stress drop-creep experiments on crushed coral sand[J]. Journal of Geotechnical and Geoenvironmental Engineering，2009，135(7)：941-953.
[37]	LADE P V，LIU C T. Experimental study of drained creep behavior of sand[J]. Journal of Engineering Mechanics-ASCE，1998，124(8)：912-920.