基于统一硬化参量的原状饱和黏土的结构性本构模型

doi:10.13722/j.cnki.jrme.2018.1356

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Abstract Based on the characteristics of saturated structural clays and the uniform hardening(UH)parameter，the UH model was modified to reflect the stress-strain relationship of the structural clay. The improved model has the following features：(1) the yield surface being shifted to the left in the p-q coordinate system can reflect certain tensile strength characteristics and，because of that the left end of the yield surface is located to the left of the origin point，the loss law of the cementation strength caused by the development of the volume strain can be described by a proposed evolution equation of left movement of the yield surface，(2) by introducing the state parameter χ to describe the variation of the strength of the phase transformation stress ratio corresponding to the moment when the volume strain changes from shrinkage to dilatation，the volume strain amount and the transformation rule can be determined according with different cementation degrees，and (3) for the characteristics of large volume shear contraction of structural clays under loading，a structural stress ratio parameter R* and a formula of the structural potential strength based on R* were proposed. By using the potential strength to revise UH parameter，a simple model for describing the stress-strain relationship of structural clays was obtained，which reflects the following characteristics including the high stress ratio strength，gradual decrease of the cementation strength along with the volume contraction，large volume shear shrinkage，strain softening accompanied by cementation loss，shear shrinkage and dilatancy.

Key words： soil mechanics structural clay dilatancy stress-strain relationship strength state parameter

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	Articles by authors
	WAN Zheng1
	2
	3
	QIU Rendong1
	2
	3
	SONG Chenchen4

Cite this article:

WAN Zheng1,2,3, et al. A structural constitutive model of undisturbed saturated clays based on#br# the uniform hardening parameter[J]. , 2019, 38(9): 1905-1918.

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https://rockmech.whrsm.ac.cn/EN/10.13722/j.cnki.jrme.2018.1356 OR https://rockmech.whrsm.ac.cn/EN/Y2019/V38/I9/1905

[1]	沈珠江. 土体结构性的数学模型——21 世纪土力学的核心问题[J]. 岩土工程学报，1996，18(1)：95-97.(SHEN Zhujiang. Mathematical model for soil structure—The core topic of soil mechanics in the 21st century[J]. Chinese Journal of Geotechnical Engineering，1996，18(1)：95-97.(in Chinese))
[2]	沈珠江. 结构性粘土的弹塑性损伤模型[J]. 岩土工程学报，1993，15(3)：21-28.(SHEN Zhujiang. An elastoplastic damage model for cemented clays[J]. Chinese Journal of Geotechnical Engineering，1993，15(3)：21-28.(in Chinese))
[3]	沈珠江. 结构性黏土的堆砌体模型[J]. 岩土力学，2000，21(1)：1-4.(SHEN Zhujiang. A masonry model for structured clays[J]. Rock and Soil Mechanics，2000，21(1)：1-4.(in Chinese))
[4]	刘恩龙，沈珠江. 结构性土压缩曲线的数学模拟[J]. 岩土力学，2006，27(4)：615-620.(LIU Enlong，SHEN Zhujiang. Modeling compression of structured soils[J]. Rock and Soil Mechanics，2006，27(4)：615-620.(in Chinese))
[5]	周成，沈珠江，陈生水，等. 结构性土的次塑性扰动状态模型[J]. 岩土工程学报，2004，26(4)：435-439.(ZHOU Cheng，SHEN Zhujiang，CHEN Shengshui，et al. A hypoplasticity disturbed state model for structured soils[J]. Chinese Journal of Geotechnical Engineering，2004，26(4)：435-439.(in Chinese))
[6]	王立忠，沈恺伦. K0固结结构性软黏土的本构模型[J]. 岩土工程学报，2007，29(4)：496-504.(WANG Lizhong，SHEN Kailun. A constitutive model of consolidated structured soft clays[J]. Chinese Journal of Geotechnical Engineering，2007，29(4)：496-504.(in Chinese))
[7]	孔令伟，张先伟，郭爱国，等. 湛江强结构性黏土的三轴排水蠕变特征[J]. 岩石力学与工程学报，2011，30(2)：365-372.(KONG Lingwei，ZHANG Xianwei，GUO Aiguo，et al. Creep behavior of Zhanjiang Strong structured clay by drained triaxial test[J]. Chinese Journal of Rock Mechanics and Engineering，2011，30(2)：365-372.(in Chinese))
[8]	姚仰平. UH模型系列研究[J]. 岩土工程学报，2015，37(2)：193-217.(YAO Yangping. Advanced UH models for soils[J]. Chinese Journal of Geotechnical Engineering，2015，37(2)：193-217.(in Chinese))
[9]	祝恩阳，姚仰平. 结构性土UH模型[J]. 岩土力学，2015，36(11)：3 101-3 110.(ZHU Enyang，YAO Yangping. A UH constitutive model for structured soils[J]. Rock and Soil Mechanics，2015，36(11)：3 101-3 110.(in Chinese))
[10]	ZHU E Y，YAO Y P. Structured UH model for clays[J]. Transportation Geotechnics，2015，3(6)：68-79.
[11]	陈波，孙德安，金盼. 海相沉积软黏土的弹塑性本构模型研究[J]. 岩土力学，2015，36(3)：730-738.(CHEN Bo，SUN Dean，JIN Pan. An elastoplastic constitutive model for marine sedimentary soft clays[J]. Rock and Soil Mechanics，2015，36(3)：730-738.(in Chinese))
[12]	XIAO H，LEE FH，LIU Y. Bounding surface cam-clay model with cohesion for cementadmixed clay[J]. International Journal of Geomechanics，2017，17(1)：1-10.
[13]	WANG LZ，WANG KJ，HONG Y. Modeling temperature-dependent behavior of soft clay[J]. Journal of Engineering Mechanics，2016，142(8)：1-13.
[14]	TOURCHI S，HAMIDI A. Thermo-mechanical constitutive modeling of unsaturated clays based on the critical state concepts[J]. Journal of Rock Mechanics and Geotechnical Engineering，2015；7(2)：193-198.
[15]	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.
[16]	YANG C，CARTER JP，SHENG D. Description of compression behaviour of structured soils and its application[J]. Canadian Geotechnical Journal，2014，51(8)：921-933.
[17]	DESAI C S，SOMASUNDARAM S，FRANTZISKONIS G. A hierarchical approach for constitutive modeling of geologic materials[J]. International Journal for Numerical and Analytical Mechods in Geomechanics，1986，10(3)：225-257.
[18]	DESAI C S，TOTH J. Disturbed state constitutive modeling based on stress-strain and nondestructive behavior[J]. International Journal of Solids and Structures，1996，33(11)：1 619-1 650.
[19]	SINGH A，MITCHELL J K. General stress-strain-time function for soils[J]. Jouranl of the Soil Mechanics and Foundations，1968，94(1)：21-46.
[20]	KUTTER B L，SATHIALINGAM N. Elastic-viscoplastic modelling of the rate-dependent behaviour of clays[J]. Géotechnique，1992，42(3)：427-441.
[21]	VERMEER P A，NEHER H P. A soft soil model that accounts for creep[C]// Proceedings of Beyond in Computational Geotechnics. [S. l.]：[s. n.]，1999：1-13.
[22]	FODIL A，ALOULOU W，HICHER P Y. Viscoplastic behaviour of soft clay[J]. Géotechnique，1997，47(3)：581-591.
[23]	BJERRUM L. Engineering geology of Norwegian normally consolidated marine clays as related to settlements of buildings[J]. Géotechnique，1967，17(2)：83-118.
[24]	YIN J H，GRAHAM J. Elastic viscoplastic modelling of the time-dependent stress-strain behaviour of soils[J]. Canadian Geotechnical Journal，1999，36(4)：736-745.
[25]	LIU M D，CARTER J P. Virgin compression of structured soils[J]. Géotechnique，1999，49(1)：43-57.
[26]	LIU M D，CARTER J P. Modelling the destructuring of soils during virgin compression[J]. Géotechnique，2000，50(4)：479-483.
[27]	LIU M D，CARTER J P，DESAI C S，et al. Analysis of the compression of structured soils using the disturbed state concept[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2000，24(8)：723-735.
[28]	MAHDI T，YANNIS F. D，RALF P. A destructuration theory and its application to SANICLAY model[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2010， 34(10)：1 009-1 040.
[29]	GAZIZ S，MAHDI T. Bounding surface SANICLAY plasticity model for cyclic clay behavior[J]. International Journal for Numerical and Analytical Methods in Geomechanics，2014，38(7)：702-724.
[30]	MOHAMMAD R，MAHDI T，ELISA P. A viscoplastic SANICLAY model for natural soft soils[J]. Computers and Geotechnics，2016，73(3)：128-141.
[31]	ASAOKA A，NODA T，YAMADA E，et al. An elstoplastic description of two distinct volume change mechanisms of soils[J]. Soils and Foundations，2000，42(5)：47-57.
[32]	ASAOKA A，NAKANO M，NODA T. Superloading yield surface concept for highly structured soil behavior[J]. Soils and Foundations，2000，40(2)：99-110．
[33]	ASAOKA A，NAKANO M，NODA T. Delayed compres-sion/ consolidation of naturally clay due to degradation of soil structure[J]. Soils and Foundations，2000，40(3)：75-85．
[34]	NAKAI T，HINOKIO M. A simple elastoplastic model for sand considering the stress path dependency in three-dimensional stresses[J]. Soils and Foundations，2004，44(2)：53-70.
[35]	BALASUBRAMANIAN A S，HWANG Z M. Yielding of weathered Bankok clay[J]. Soils and Foundations，1980，20(2)：1-15.
[36]	ANAGNOSTOPOULOS A G.，KALTEZIOTIS N，TSIAMBAOS G K，et al. Geotechnical properties of the Corinth Canal marls[J]. Geotechnical and Geological Engineering，1991，9(1)：1-26.
[37]	WALKER L K，RAYMOND G P. Anisotropic consolidation of Leda clay[J]. Canadian Geotechnical Journal，1969，6(3)：271-286.
[38]	LAGIOIA R，NOVA R. An experimental and theoretical study of the behaviour of a calcarenite in triaxial compression[J]. Géotechnique，1995，45(4)：633-648.
[39]	WONG R C K. Swelling and softening behaviour of La Biche shale[J]. Canadian Geotechnical Journal，1998，35(2)：206-221.