土体动力“广义阻尼比退化系数”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,基于原来的"阻尼比退化系数"本构模型和土体实验结果G/Gmax-γ和λ-γ曲线,给出了不规则荷载作用下曲线形状可调的"广义阻尼比退化系数"本构模型,并阐述了第二种"阻尼比退化系数"模型、"广义阻尼比退化系数"模型的函数表达式及实现过程。通过对试验阻尼比的模拟表明,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,它较原模型有更强地模拟试验本构曲线形状的能力。针对台湾LotungDHB钻井台阵试验场地,"阻尼比退化系数"模型和"广义阻尼比退化系数"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:"广义阻尼比退化系数"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 previous Damping Degradation Coefficient Constitutive Model(DDCCM),and the basic characteristic curves G/Gmax-γ and λ-γ revealed by the results of the soil dynamic tests,the rules of adjustable generalized damping degradation coefficient constitutive curves of reverse unload after load process(or reverse load after unload process) in irregular load history are established,and function expression and implement of the second DDCCM and Generalized DDCCM(GDDCCM) are expounded for the characteristics of reverse load or unload curves sometimes change more flatly at first and then acutely.Secondly,by comparisons of 4 methods simulated results of soil test damping,the load and unload rules of GDDCCM 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 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 DDCCM and GDDCCM respectively.After compared all the synthesize acceleration ground motions with the observation records,it is founded that PGA of GDDCCM are very close to the observation values,and the comparative size relations of waveform,subsequence waveform are agree relatively well with the records.As a result,the rationality of GDDCCM and the feasibility in practical engineering application are manifested.
Firstly,based on previous Damping Degradation Coefficient Constitutive Model(DDCCM),and the basic characteristic curves G/Gmax-γ and λ-γ revealed by the results of the soil dynamic tests,the rules of adjustable generalized damping degradation coefficient constitutive curves of reverse unload after load process(or reverse load after unload process) in irregular load history are established,and function expression and implement of the second DDCCM and Generalized DDCCM(GDDCCM) are expounded for the characteristics of reverse load or unload curves sometimes change more flatly at first and then acutely.Secondly,by comparisons of 4 methods simulated results of soil test damping,the load and unload rules of GDDCCM 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 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 DDCCM and GDDCCM respectively.After compared all the synthesize acceleration ground motions with the observation records,it is founded that PGA of GDDCCM are very close to the observation values,and the comparative size relations of waveform,subsequence waveform are agree relatively well with the records.As a result,the rationality of GDDCCM and the feasibility in practical engineering application are manifested.
引文
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[11]李小军.土的动力本构关系的一种简单函数表达式[J].岩土工程学报,1992,14(5):90-94.(LI Xiao-jun.One simple functional expression of soil dynamicconstitutive relations[J].China Journal of Geotech-nical Engineering,1992,14(5):90-94.(in Chinese))
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[13]景立平.场地土壤动剪切模量及阻尼比试验报告[R].哈尔滨:中国地震局工程力学研究所,2003.(JING Li-ping.Test Report on Dynamic Shear Mod-ulus and Damping Ratio of Site Soil[R].Harbin:In-stitute of Engineering Mechanics,China EarthquakeAdministration,2003.(in Chinese))
[14]HUANG H C,SHIEH C S,CHIU H C.Linear andnonlinear behavior of soft soil layers using Lotungdownhole arrays in Taiwan[J].TAO,2001,12(3):503-524.
[15]Borja Ronaldo I.,Blaise G.Duvernay and Chao-HuaLin.Ground response in Lotung:total stress analy-ses and parametric studies[J].Journal of Geotechni-cal and Geoenvironmental Engineering,2002,128(1):1061-1090.
[16]廖振鹏.工程波动理论导引(第2版)[M].北京:科学出版社,2002.(LIAO Zhen-peng.Introductionto Wave Motion Theories in Engineering(The SecondEdition)[M].Beijing:Science Press,2002.(in Chi-nese))
[17]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[D].哈尔滨:中国地震局工程力学研究所,2006.(CHEN Xue-liang.Study on Soil DynamicCharacteristics,Nonlinear Seismic Response of Com-plex Site and its Methods[D].Harbin:Institute ofEngineering Mechanics,China Earthquake Adminis-tration,2006.(in Chinese))
[2]HARDIN B O,DRNEVICH V P.Shear modulusand damping in soil:design equations and curves[J].Journal of the Soil Mechanics and Foundation Engi-neering 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粘弹塑性模型[J].岩土工程学报,1980,2(3):10-20.(WANG Zhi-liang,WANG Yu-qing,HAN Qing-yu.Visco-elastoplastic soil model for ir-regular shear cyclic dynamic loadings[J].ChinaJournal of Geotechnical Engineering,1980,2(3):10-20.(in Chinese))
[4]王志良,韩清宇.粘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 ofwave propagation for the site seismic response,usingthe visco-elastoplastic model[J].Earthquake Engi-neering and Engineering Vibration,1981,1(1):117-137.(in Chinese))
[5]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 con-stitutive model with variable parameters for dynamicnonlinear analysis of soils[J].Earthquake Engineer-ing and Engineering Vibration,1992,12(2):69-78.(in Chinese))
[6]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-an-alytical and semi-discrete procedure for constructingnonlinear hysteretic constitutive model of soils[J].Journal of Dalian University of Technology,1992,32(6):694-701.(in Chinese)
[7]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[A].第四届全国地震工程会议论文集[C]:哈尔滨: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,1994.(ZHANG Ke-xu,WANG Zhi-kun,HAN Wei,et al.Hyperboladynamic elastic-plastic models of soils based on Non-Masing's rules[A].Fourth National Conference onEarthquake Engineering[C].Harbin:ProfessionalCommittee on Earthquake Engineering of the seismo-logical society of China,Earthquake Disaster Preven-tion Research Society of the Architectural Society ofChina,1994.(in Chinese))
[8]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 onNon-Masing′s rules[J].Earthquake Engineeringand Engineering Vibration,1997,17(2):74-81.(inChinese))
[9]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 curvetaking account of damping effect[J].Earthquake En-gineering and Engineering Vibration,1994,14(1):30-35.(in Chinese))
[10]李小军.非线性场地地震反应分析方法研究[D].国家地震局工程力学研究所,1993.(LI Xiao-jun.Studyon the Method for Analyzing the Earthquake Re-sponse of Nonlinear Site[D].Harbin:Institute ofEngineering Mechanics,State Seismological Bureau,1993.(in Chinese))
[11]李小军.土的动力本构关系的一种简单函数表达式[J].岩土工程学报,1992,14(5):90-94.(LI Xiao-jun.One simple functional expression of soil dynamicconstitutive relations[J].China Journal of Geotech-nical Engineering,1992,14(5):90-94.(in Chinese))
[12]周胜平.等应变下饱和砂土动力特性的三轴试验研究[D].北京:铁道部建筑科学研究院,1988.(ZHOU Sheng-ping.Triaxial Test Study on DynamicCharacteristics of Saturated Sand under the Conditionof Equal Strain[D].Beijing:Building Science Instituteof Railway Ministry,1988.(in Chinese))
[13]景立平.场地土壤动剪切模量及阻尼比试验报告[R].哈尔滨:中国地震局工程力学研究所,2003.(JING Li-ping.Test Report on Dynamic Shear Mod-ulus and Damping Ratio of Site Soil[R].Harbin:In-stitute of Engineering Mechanics,China EarthquakeAdministration,2003.(in Chinese))
[14]HUANG H C,SHIEH C S,CHIU H C.Linear andnonlinear behavior of soft soil layers using Lotungdownhole arrays in Taiwan[J].TAO,2001,12(3):503-524.
[15]Borja Ronaldo I.,Blaise G.Duvernay and Chao-HuaLin.Ground response in Lotung:total stress analy-ses and parametric studies[J].Journal of Geotechni-cal and Geoenvironmental Engineering,2002,128(1):1061-1090.
[16]廖振鹏.工程波动理论导引(第2版)[M].北京:科学出版社,2002.(LIAO Zhen-peng.Introductionto Wave Motion Theories in Engineering(The SecondEdition)[M].Beijing:Science Press,2002.(in Chi-nese))
[17]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[D].哈尔滨:中国地震局工程力学研究所,2006.(CHEN Xue-liang.Study on Soil DynamicCharacteristics,Nonlinear Seismic Response of Com-plex Site and its Methods[D].Harbin:Institute ofEngineering Mechanics,China Earthquake Adminis-tration,2006.(in Chinese))
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