基于振动性态和破坏相似的边坡振动台模型实验相似律
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摘要
鉴于岩土动态性质复杂及地震模拟振动台尺寸较大,边坡振动台模型实验采用原型工点采样岩土材料制成模型.模型实验相似律不仅应确保由共振频率与行波效应所体现的振动性态相似,同时应尽可能对变形破坏行为进行相似模拟,即做到破坏强度和应力水平相似.相似律关键在于保证原型、模型的按参考应变归一化后的应变比一致,因为岩土体本构关系呈软弹簧非线性,归一化应变比不仅决定对应的相对应力水平,更重要的是影响着共振频率.基于Mohr-Cou lomb破坏准则和双曲线动本构模型恢复力骨干曲线,提出在保持归一化的剪应变比一致条件下,兼顾振动性态和破坏相似的振动台模型实验相似律:由土体初始剪切模量随埋深的幂函数变化规律,按振动性态相似原则确定台面输入地震波波形的时间压缩比,再以岩土材料的强度参数(c,φ值)按破坏相似原则确定台面输入波形的幅值比,得到各主要物理量的相似律.
Beause of the complexity of soil's dynamic characteristics and large size of earthquake simulation shaking table,side slope models on shaking table constructed by filling soils sample in-situ.The similitude for slope model test ought to reflect the similarity between model and prototype,especially resonant frequency,travelling wave effect and deformation failure behavior.Due to the soft-spring nonlinear behavior of soils,the key condition to determine similitude is keeping the same strain ratio,which expressed as strain normalized with the reference strains.Strain ratio not only determine the stress level,but also affects resonant frequency.Based on Mohr-Coulomb failure criterion,Hyperbolic Model of soils and the condition of keeping same strain ratio,similitude for large-scale earthquake simulation shaking table test of side slopes were proposed.The power function relationship of original shear modulus versus embedded depth to account,time scaling factor of input earthquake wave on shaking board were determined by similar resonant frequency,and acceleration amplitude factor of input wave was obtained by strength parameters(cohesion c and internal friction angle φ) of soils.
Beause of the complexity of soil's dynamic characteristics and large size of earthquake simulation shaking table,side slope models on shaking table constructed by filling soils sample in-situ.The similitude for slope model test ought to reflect the similarity between model and prototype,especially resonant frequency,travelling wave effect and deformation failure behavior.Due to the soft-spring nonlinear behavior of soils,the key condition to determine similitude is keeping the same strain ratio,which expressed as strain normalized with the reference strains.Strain ratio not only determine the stress level,but also affects resonant frequency.Based on Mohr-Coulomb failure criterion,Hyperbolic Model of soils and the condition of keeping same strain ratio,similitude for large-scale earthquake simulation shaking table test of side slopes were proposed.The power function relationship of original shear modulus versus embedded depth to account,time scaling factor of input earthquake wave on shaking board were determined by similar resonant frequency,and acceleration amplitude factor of input wave was obtained by strength parameters(cohesion c and internal friction angle φ) of soils.
引文
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[2]刘红帅,薄景山,刘德东.岩土边坡地震稳定性分析研究评述[J].地震工程与工程振动,2005,25(1):164-171.(LIU Hong-shuai,BO Jing-shan,LIU De-dong.Review on study of seismic stability analysis ofrock-soil slopes[J].Earthquake Engineering and Engi-neering Vibration,2005,25(1):164-171.(in Chi-nese))
[3]翟阳,韩国城.边坡对土坝稳定影响的振动台模型试验研究[J].烟台大学学报(自然科学与工程版),1996(4):67-71.(ZHAI Yang,HAN Guo-cheng.Shaking table test on effect of slope on stability of filldam[J].Journal of Yantai University(Natural Scienceand Engineering),1996(4):67-71.(in Chinese))
[4]LIN Meei-ling,WANG Kuo-lung.Seismic slope behav-ior in a large-scale shaking table model test[J].Engi-neering Geology,2006,86:118-133.
[5]于玉贞,邓丽军,李荣建.砂土边坡地震动力响应离心模型试验[J].清华大学学报(自然科学版),2007,47(6):789-792.(YU Yu-zhen,DENG Li-jun,LI Rong-jian.Centrifuge model test of the seismic re-sponse behavior of a sand slope[J].Journal of Tsing-hua University(Science and Technology),2007,47(6):789-792.(in Chinese))
[6]刘小生,王钟宁,汪小刚,等.面板坝大型振动台模型试验与动力分析[M].北京:中国水利水电出版社,知识产权出版社,2005.(LIU Xiao-sheng,WANGZhong-ning,WANG Xiao-gang,et al.Large-scale sha-king table model test and dynamic analysis of faceplaterockfill dam[M].Beijing:China Water Power Press,China Intellectual Property Press,2005.(in Chinese))
[7]王存玉,王思敬.边坡模型振动实验研究[A].中国科学院地质研究所,岩体工程地质力学问题(七)[C].北京:科学出版社,1987:65-74.(WANGCun-yu,WANG Si-jing.Vibration model test study ofside slopes[A].Institute of Geology,CAS,Some Prob-lems on Geological Mechanics of Rock Mass(Ⅶ)[C].Beijing:Science Press,1987:65-74.(in Chinese))
[8]张平,吴德伦.动荷载下边坡滑动的试验研究[J].重庆建筑大学学报,1997,19(2):80-86.(ZHANGPing,WU De-lun.A shaking-table test research onrock slope[J].Journal of Chongqing Jianzhu Universi-ty,1997,19(2):80-86.(in Chinese))
[9]汤书明.土石坝抗震模型试验述评[J].河海科技进展,1992,12(1):47-55.(TANG Shu-ming.Re-view of seismic model test of embankment dams[J].Hohai Science and Technology Evolvement,1992,12(1):47-55.(in Chinese))
[10]倪汉根,金崇磐.大坝抗震特性与抗震计算[M].大连:大连理工大学出版社,1994.(NI Han-gen,JIN Chong-pan.Seismic behavior and aseismic calcu-lation of dams[M].Dalian:Dalian University of Tech-nology Press,1994.(in Chinese))
[11]张倬元,王士天,王兰生.工程地质分析原理(第二版)[M].北京:地质出版社,1994.(ZHANG Zhuo-yuan,WANG Shi-tian,WANG Lan-sheng.Principle ofengineering geology analysis(2nd edition)[M].Bei-jing:Geological Press,1994.(in Chinese))
[12]张克绪,谢君斐.土动力学[M].北京:地震出版社,1989.(ZHANG Ke-xu,XIE Jun-fei.Soil dynam-ics[M].Beijing:Earthquake Press,1989.(in Chi-nese))
[13]周纪卿,朱因远.非线性振动[M].西安:西安交通大学出版社,1998.(ZHOU Ji-qing,ZHU Yin-yuan.Nonlinear vibration[M].Xi an:Xi an Jiaotong Univer-sity Press,1998.(in Chinese))
[14]俞培基,郭锡荣.现场和室内测定土坝填土的动力变形特性[J].水利学报,1986(12):30-37.(YUPei-ji,GUO Xi-rong.In-situ and laboratory measure-ments of dynamic deformation properties of loess fillfor an earth dam[J].Journal of Hydraulic Engineer-ing,1986(12):30-37.(in Chinese))
[15]郭莹,栾茂田,董秀竹,等.不同应力条件下砂土动模量特性的试验对比研究[J].水利学报,2003(5):41-45.(GUO Ying,LUAN Mao-tian,DONG Xiu-zhu,et al.Experimental study on dynamicmodulus characteristics of sand under different stressconditions[J].Journal of Hydraulic Engineering,2003(5):41-45.(in Chinese))
[16]胡定,张利民.土工抗震试验与分析[M].成都:成都科技大学出版社,1991.(HU Ding,ZHANG Li-min.Geotechnical seismic tests and analysis[M].Chengdu:Chengdu University of Science and Technol-ogy Press,1991.(in Chinese))
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