考虑试验阻尼效应的一种土体动力双型抛物线本构模型
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摘要
针对土动力试验中土体反向卸载(或加载)曲线形状有时表现为先变化平缓后变化剧烈这一特征,基于土体实验结果的G/Gmax-γ和λ-γ曲线,建立了不规则荷载作用下可调的双型抛物线形式的本构曲线规则,阐述了A型和B型抛物线的函数表达式及实现过程。采用9种方法对试验阻尼比的模拟对比,表明所建立的加卸载准则尤其能准确拟合试验阻尼值,是对广义Masing准则的一种简化及实用化。由于调制因子Ad的可变性,它具有更强地模拟试验本构曲线形状的能力。针对台湾Lotung DHB钻井台阵试验场地,以等效线性化方法SHAKE91、LSSRLI-1,时域非线性方法DESRA-2、Pyke方法、非Masing准则模型1、"隐式应力阻尼等效"模型、"阻尼比退化系数"模型和非Masing准则模型2以及双型抛物线本构模型等9种方法(或模型)分别进行了非线性地震反应分析,并将结果与强震观测记录进行比较,结果表明,双型抛物线本构模型计算的复合加速度地震动的峰值大小、波形大小相对关系及后续波形,与实际地震记录较相一致,说明了模型的合理性以及实际工程应用的可行性。
Firstly,based on the basic characteristic curvesG/ Gmax-γ andλ-γ revealed by the results of the soil dynamic tests,the rules of adjustable double-parabola constitutive curves of reverse unload after load process or reverse load after unload process in irregular load history are established,and function implementation and implement of A type and B type parabola are expounded for the characteristics of reverse load or unload curves sometimes change more flatly at first and then acutely.Secondly,by comparisons of 9 methods simulated results of soil test damping,the load and unload rules of double-parabola model accord with the test results,especially accord with the value of soil test damping,and they can be regarded as the simplification and practicality of generalized Masing rule.Because of the adjustment coefficient Ad can be changed,the model has more powerful capability of simulation the shape of constitutive relationship curves.At last,using the borehole array records of Taiwan Lotung DHB field test,the nonlinear seismic response of DHB site are analyzed by equivalent linear method SHAKE91,LSSRLI-1,nonlinear method in time domain-DESRA-2,Pyke model,Non-Masing rule model ONE,implicit stress damping equivalent model,damping degradation coefficient model,Non-Masing rule model TWO and double-parabola constitutive model respectively.After compared all the synthesizing acceleration ground motions with the observation records,we found the PGA of double-parabola model are almost equal to the observation value,the comparative size relations of waveform,subsequence waveform are agree well with the records.As a result,the rationality of double-parabola constitutive model and the feasibility in practical engineering application are manifested.
Firstly,based on the basic characteristic curvesG/ Gmax-γ andλ-γ revealed by the results of the soil dynamic tests,the rules of adjustable double-parabola constitutive curves of reverse unload after load process or reverse load after unload process in irregular load history are established,and function implementation and implement of A type and B type parabola are expounded for the characteristics of reverse load or unload curves sometimes change more flatly at first and then acutely.Secondly,by comparisons of 9 methods simulated results of soil test damping,the load and unload rules of double-parabola model accord with the test results,especially accord with the value of soil test damping,and they can be regarded as the simplification and practicality of generalized Masing rule.Because of the adjustment coefficient Ad can be changed,the model has more powerful capability of simulation the shape of constitutive relationship curves.At last,using the borehole array records of Taiwan Lotung DHB field test,the nonlinear seismic response of DHB site are analyzed by equivalent linear method SHAKE91,LSSRLI-1,nonlinear method in time domain-DESRA-2,Pyke model,Non-Masing rule model ONE,implicit stress damping equivalent model,damping degradation coefficient model,Non-Masing rule model TWO and double-parabola constitutive model respectively.After compared all the synthesizing acceleration ground motions with the observation records,we found the PGA of double-parabola model are almost equal to the observation value,the comparative size relations of waveform,subsequence waveform are agree well with the records.As a result,the rationality of double-parabola constitutive model and the feasibility in practical engineering application are manifested.
引文
[1]刘保健,谢定义.随机荷载下土动力特性测试分析法[M].北京:人民交通出版社,2000.
[2]HARDIN B O,DRNEVICH V P.Shear modulus and damping in soil:design equations and curves[J].Journal of the Soil Mechanics and Foundation Engineering Division,ASCE,1972,98(7):667-692.
[3]王志良,王余庆,韩清宇.不规则循环剪切荷载作用下土的黏弹塑性模型[J].岩土工程学报,1980,2(3):10-20.WANG Zhi-liang,WANHG Yu-qing,HAN Qing-yu.Visco-elastoplastic soil model for irregular shear cyclic dynamic loadings[J].China Journal of Geotechnical Engineering,1980,2(3):10-20.
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[5]张克绪,王治琨,韩炜.基于非曼辛准则的土双曲线动弹塑性模型[C]//中国地震学会地震工程专业委员会、中国建筑学会抗震防灾研究会:第四届全国地震工程会议论文集.哈尔滨:[s.n.],1994.
[6]张克绪,李明宰,王治琨.基于非Masing准则的土动弹塑性模型[J].地震工程与工程振动,1997,17(2):74-81.ZHANG Ke-xu,LI Ming-zai,WANG Zhi-kun.Dynamic elastic-plastic models of soils based on Non-Masing’s rules[J].Earthquake Engineering and Engineering Vibration,1997,17(2):74-81.
[7]李小军,廖振鹏,张克绪.考虑阻尼拟合的动态骨架曲线函数式[J].地震工程与工程振动,1994,14(1):30-35.LI Xiao-jun,LIAO Zhen-peng,ZHANG Ke-xu.A functional formula of dynamic skeleton curve taking account of damping effect[J].Earthquake Engineering and Engineering Vibration,1994,14(1):30-35.
[8]栾茂田.土动力非线性分析中的变参数Ramberg-Osgood本构模型[J].地震工程与工程振动,1992,12(2):69-78.LUAN Mao-tian.Ramberg-osgood constitutive model with variable parameters for dynamic nonlinear analysis of soils[J].Earthquake Engineering and Engineering Vibration,1992,12(2):69-78.
[9]栾茂田,林皋.土料非线性滞回本构模型的半解析半离散构造方法[J].大连理工大学学报,1992,32(6):694-701.LUAN Mao-tian,LIN Gao.Semi-analytical and semi-discrete procedure for constructing nonlinear hysteretic constitutive model of soils[J].Journal of Dalian University of Technology,1992,32(6):694-701.
[10]陈学良.土体动力特性、复杂场地非线性地震反应及其方法研究[博士论文D].哈尔滨:中国地震局工程力学研究所,2006.
[11]周胜平.等应变下饱和砂土动力特性的三轴试验研究[硕士论文D].北京:铁道部建筑科学研究院,1988.
[12]景立平.场地土壤动剪切模量及阻尼比试验报告(福建省数字强震台网建设项目)[R].哈尔滨:中国地震局工程力学研究所,2003.
[13]PYKE R.Nonlinear soil models for irregular cyclic loadings[J].Journal of the Geotechnical Engineering Division,ASCE,1979,105(6):715-725.
[14]李小军.非线性场地地震反应分析方法研究[博士论文D].哈尔滨:国家地震局工程力学研究所,1993.
[15]廖振鹏.工程波动理论导引(第二版)[M].北京:科学出版社,2002.
[16]HUANG Huey-chu,SHIEH Chie-song,CHIU Hung-chie.Linear and nonlinear behavior of soft soil layers using Lotung downhole arrays in Taiwan[J].Terrestrial,Atmospheric and Oceanic Sciences,2001,12(3):503-524.
[2]HARDIN B O,DRNEVICH V P.Shear modulus and damping in soil:design equations and curves[J].Journal of the Soil Mechanics and Foundation Engineering Division,ASCE,1972,98(7):667-692.
[3]王志良,王余庆,韩清宇.不规则循环剪切荷载作用下土的黏弹塑性模型[J].岩土工程学报,1980,2(3):10-20.WANG Zhi-liang,WANHG Yu-qing,HAN Qing-yu.Visco-elastoplastic soil model for irregular shear cyclic dynamic loadings[J].China Journal of Geotechnical Engineering,1980,2(3):10-20.
[4]王志良,韩清宇.黏弹塑性土层地震反应的波动分析方法[J].地震工程与工程振动,1981,1(1):117-137.WANG Zhi-liang,HAN Qing-yu.Analysis of wave propagation for the site seismic response,using the visco-elastoplastic model[J].Earthquake Engineering and Engineering Vibration,1981,1(1):117-137.
[5]张克绪,王治琨,韩炜.基于非曼辛准则的土双曲线动弹塑性模型[C]//中国地震学会地震工程专业委员会、中国建筑学会抗震防灾研究会:第四届全国地震工程会议论文集.哈尔滨:[s.n.],1994.
[6]张克绪,李明宰,王治琨.基于非Masing准则的土动弹塑性模型[J].地震工程与工程振动,1997,17(2):74-81.ZHANG Ke-xu,LI Ming-zai,WANG Zhi-kun.Dynamic elastic-plastic models of soils based on Non-Masing’s rules[J].Earthquake Engineering and Engineering Vibration,1997,17(2):74-81.
[7]李小军,廖振鹏,张克绪.考虑阻尼拟合的动态骨架曲线函数式[J].地震工程与工程振动,1994,14(1):30-35.LI Xiao-jun,LIAO Zhen-peng,ZHANG Ke-xu.A functional formula of dynamic skeleton curve taking account of damping effect[J].Earthquake Engineering and Engineering Vibration,1994,14(1):30-35.
[8]栾茂田.土动力非线性分析中的变参数Ramberg-Osgood本构模型[J].地震工程与工程振动,1992,12(2):69-78.LUAN Mao-tian.Ramberg-osgood constitutive model with variable parameters for dynamic nonlinear analysis of soils[J].Earthquake Engineering and Engineering Vibration,1992,12(2):69-78.
[9]栾茂田,林皋.土料非线性滞回本构模型的半解析半离散构造方法[J].大连理工大学学报,1992,32(6):694-701.LUAN Mao-tian,LIN Gao.Semi-analytical and semi-discrete procedure for constructing nonlinear hysteretic constitutive model of soils[J].Journal of Dalian University of Technology,1992,32(6):694-701.
[10]陈学良.土体动力特性、复杂场地非线性地震反应及其方法研究[博士论文D].哈尔滨:中国地震局工程力学研究所,2006.
[11]周胜平.等应变下饱和砂土动力特性的三轴试验研究[硕士论文D].北京:铁道部建筑科学研究院,1988.
[12]景立平.场地土壤动剪切模量及阻尼比试验报告(福建省数字强震台网建设项目)[R].哈尔滨:中国地震局工程力学研究所,2003.
[13]PYKE R.Nonlinear soil models for irregular cyclic loadings[J].Journal of the Geotechnical Engineering Division,ASCE,1979,105(6):715-725.
[14]李小军.非线性场地地震反应分析方法研究[博士论文D].哈尔滨:国家地震局工程力学研究所,1993.
[15]廖振鹏.工程波动理论导引(第二版)[M].北京:科学出版社,2002.
[16]HUANG Huey-chu,SHIEH Chie-song,CHIU Hung-chie.Linear and nonlinear behavior of soft soil layers using Lotung downhole arrays in Taiwan[J].Terrestrial,Atmospheric and Oceanic Sciences,2001,12(3):503-524.
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