考虑颗粒破碎的动力UH模型
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摘要
在已发展的考虑颗粒破碎效应的静力UH本构模型基础上,采用变换应力方法,将原模型拓展为适用于无黏性土的动力统一硬化模型(DUH模型)。具体做法:①针对静力模型中屈服面形状随当前应力状态变化而改变的现状,采取含有p变换的变换应力方法,将原真实应力空间中变化的屈服面变换为变换应力空间中的椭圆屈服面;②采用旋转硬化规则,在变换应力空间中椭圆的位置以及形状由旋转轴来确定,并建立了一并考虑等向硬化以及旋转硬化的混合硬化参数;③在变换应力空间中,参考屈服面与当前屈服面之间通过应力比参数R来建立联系。模型参数较少。通过3种不同岩土材料在高围压下的单调以及循环加载试验结果的比较,验证了所提DUH模型的合理性。
The UH model considering particle crushing is expanded to dynamic UH(DUH) model by using the transformed stress(TS) method.There are three aspects developed in the proposed model:(1) the shape of yielding surface in UH model changes with the change of current stress state.The yielding surface in ordinary stress space is transformed into the ellipse yielding surface by adopting the TS method including p transformation;(2) the rotational hardening rule is adopted.The position and the shape of ellipse yielding surface are determined based on the value of rotational axis.The mixed hardening parameter considering isotropic hardening and rotational hardening is established;(3) the relationship between the reference yielding surface and the current yielding surface is established by means of the stress ratio R in TS space.There are fewer parameters in the proposed model.The reasonability of the proposed model is demonstrated by comparing with the test results of three kinds of geomaterials under monotonic and cyclic loading conditions.
The UH model considering particle crushing is expanded to dynamic UH(DUH) model by using the transformed stress(TS) method.There are three aspects developed in the proposed model:(1) the shape of yielding surface in UH model changes with the change of current stress state.The yielding surface in ordinary stress space is transformed into the ellipse yielding surface by adopting the TS method including p transformation;(2) the rotational hardening rule is adopted.The position and the shape of ellipse yielding surface are determined based on the value of rotational axis.The mixed hardening parameter considering isotropic hardening and rotational hardening is established;(3) the relationship between the reference yielding surface and the current yielding surface is established by means of the stress ratio R in TS space.There are fewer parameters in the proposed model.The reasonability of the proposed model is demonstrated by comparing with the test results of three kinds of geomaterials under monotonic and cyclic loading conditions.
引文
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[14]ZHANG F,YE B,NODA T,et al.Explanation of cyclic mobility of soils:Approach by stress-induced anisotropy[J].Soils and Foundations,2007,47(4):635–648.
[15]SUN D A,HUANG W X,SHENG D C,et al.An elastoplastic model for granular materials exhibiting particle crushing[J].Key Engineering Materials,2007,341,1273–1278.
[16]MASAYUKI H,ADRIAN F L H,NORITAKA A,et al.Undrained monotonic and cyclic shear behaviour of sand under low and high confining stresses[J].Soils and Foundations,2002,42(3):63–76.
[17]ERIS U,ATA G D.Monotonic and cyclic oedometer tests on sand at high stress levels[J].Granular Matter,2006,8(1):19–26.
[2]DAOUADJI A,HICHER P Y,RAHMA A.An elastoplastic model for granular materials taking into account grain breakage[J].European Journal of Mechanics-A/Solids,2001,20(1):113–137.
[3]刘汉龙,秦红玉,高玉峰,等.堆石粗粒料颗粒破碎试验研究[J].岩土力学,2005,26(4):562–566.(LIU Han-long,QIN Hong-yu,GAO Yu-feng,et al.Experimental study on particle breakage of rockfill and coarse aggregates[J].Rock and Soil Mechanics,2005,26(4):562–566.(in Chinese))
[4]刘萌成,高玉峰,刘汉龙.堆石料剪胀特性大型三轴试验研究[J].岩土工程学报,2008,30(2):205–211.(LIU Meng-cheng,GAO Yu-feng,LIU Han-long.Study on shear dilatancy behaviors of rockfills in large-scale triaxial tests[J].Chinese Journal of Geotechnical Engineering,2008,30(2):205–211.(in Chinese))
[5]沈珠江,徐刚.堆石料的动力变形特性[J].水利水运科学研究,1996(2):143–150.(SHEN Zhu-jiang,XU Gang.Deformation behavior of rock materials under cyclic loading[J].Hydro-Science and Engineering,1996(2):143–150.(in Chinese))
[6]陈生水,韩华强,傅华.循环荷载下堆石料应力变形特性研究[J].岩土工程学报,2010,32(8):1151–1157.(CHEN Sheng-shui,HAN Hua-qiang,FU Hua.Stress and deformation behaviors of rockfill under cyclic loadings[J].Chinese Journal of Geotechnical Engineering,2010,32(8):1151–1157.(in Chinese))
[7]张丙印,贾延安,张宗亮.堆石体修正Rowe剪胀方程与南水模型[J].岩土工程学报,2007,29(10):1443–1448.(ZHANG Bing-yin,JIA Yan-an,ZHANG Zong-liang.Modified Rowe's dilatancy law of rockfill and Shen Zhujiang's double yield surfaces elastoplastic model[J].Chinese Journal of Geotechnical Engineering,2007,29(10):1443–1448.(in Chinese))
[8]吴兴征,栾茂田,李相菘.复杂加载路径下堆石料动力本构模型及数值模拟[J].世界地震工程,2001,17(1):9–14.(WU Xing-zheng,LUAN Mao-tian,LI Xiang-song.Bounding-surface hypoplastic model for rockfill materials under complex loading paths and its verification[J].World Earthquake Engineering,2001,17(1):9–14.(in Chinese))
[9]YAO Y P,YAMAMOTO H,WANG N D.Constitutive model considering sand crushing[J].Soils and Foundations,2008,48(4):603–608.
[10]HASHIGUSHI K.Subloading surface model in unconventional plasticity[J].International Journal of plasticity,1989,25(8):917–945.
[11]姚仰平,路德春,周安楠,等.广义非线性强度理论及其变换应力空间[J].中国科学(E辑),2004,34(11):1283–1299.(YAO Yang-ping,LU De-chun,ZHOU An-nan,et al.Generalized non-linear strength theory and transformed stress space[J].Science in China(Ser E),2004,34(11):1283–1299.(in Chinese))
[12]姚仰平,李自强,侯伟,等.基于改进伏斯列夫线的超固结土本构模型[J].水利学报,2008,39(11):1244–1250.(YAO Yang-ping,LI Zi-qiang,HOU Wei,et al.Constitutive model of over-consolidated clay based on improved Hvorslev envelope[J].Journal of Hydraulic Engineering,2008,39(11):1244–1250.(in Chinese))
[13]HASHIGUSHI K,CHEN Z P,TSUTSUMI S,et al.Cyclic elastoplastic constitutive equation of cohesive and noncohesive soils[C]//Proceedings of The Sixth International Symposium on Numerical Model in Geomechanics.Montreal,1997:93–98.
[14]ZHANG F,YE B,NODA T,et al.Explanation of cyclic mobility of soils:Approach by stress-induced anisotropy[J].Soils and Foundations,2007,47(4):635–648.
[15]SUN D A,HUANG W X,SHENG D C,et al.An elastoplastic model for granular materials exhibiting particle crushing[J].Key Engineering Materials,2007,341,1273–1278.
[16]MASAYUKI H,ADRIAN F L H,NORITAKA A,et al.Undrained monotonic and cyclic shear behaviour of sand under low and high confining stresses[J].Soils and Foundations,2002,42(3):63–76.
[17]ERIS U,ATA G D.Monotonic and cyclic oedometer tests on sand at high stress levels[J].Granular Matter,2006,8(1):19–26.
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