增量动力分析中的地震作用特征差异研究
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摘要
从两个方面研究了地震动的非平稳特性对结构IDA曲线差异的影响;通过反应谱正则化,计算了不同地震作用下结构等效弹塑性单质点体系的IDA曲线;通过插值方法,在地震总作用力相等的条件下,对比了不同地震输入的IDA结果中结构最大层间侧移角和楼层剪力的分布特征。结果表明,不同地震动的IDA曲线的差异是由地震动的弹塑性谱特征和水平惯性力的侧向分布特征共同决定的。
A study is presented to reveal the difference of IDA curves,which is caused by the nonstationary characteristic of earthquake ground motion.The IDA curves for the structure's equivalent elasto-plastic SDOF is calculated by the response spectra normalized method.The distribution characteristic of max story drift angles and shear force along the height of structure under the effect of different earthquake ground motions is given by the premise of same total earthquake force on the building.It is shown that the difference of structural IDA curves is caused by the characteristic of elasto-plastic spectra and the distribution characteristic of inertia force generated by earthquake.
A study is presented to reveal the difference of IDA curves,which is caused by the nonstationary characteristic of earthquake ground motion.The IDA curves for the structure's equivalent elasto-plastic SDOF is calculated by the response spectra normalized method.The distribution characteristic of max story drift angles and shear force along the height of structure under the effect of different earthquake ground motions is given by the premise of same total earthquake force on the building.It is shown that the difference of structural IDA curves is caused by the characteristic of elasto-plastic spectra and the distribution characteristic of inertia force generated by earthquake.
引文
[1]Vamvatsikos D.Seismic performance,capacity and reliability of structures as seen through incremental dynamic analysis[D].Stanford,CA:Stanford university,2002.
[2]Mwafy A M,Elnashai A S.Static pushover versus dynamic collapse analysis of RC buildings[J].Engineering Structures,2001,23:407-424.
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[4]杨成,徐腾飞,李英民,等.应用弹塑性反应谱对IDA方法的改进研究[J].地震工程与工程振动,2008,28(4):64-69.
[5]马千里,等.采用逐步增量弹塑性时程方法对RC框架结构推覆分析侧力模式的研究[J].建筑结构学报,2008,29(2):132-140.
[6]叶列平,等.混凝土结构抗震非线性分析模型、方法及算例[J].工程力学,2006,23supⅡ:131-140.
[7]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[8]罗文斌,钱稼茹.钢筋混凝土框架基于位移的抗震设计[J].土木工程学报,2003,36(5):22-29.
[9]杨溥,李英民,熊振勇,等.能力曲线折线简化方法对比研究[J].重庆建筑大学学报,2005,27(4):59-63.
[10]杨成.结构弹塑性地震反应分析的改进能力—需求曲线方法研究[D].重庆:重庆大学,2003.
[11]杨溥.基于位移的结构地震反应分析方法研究[D].重庆:重庆建筑大学,1999.
[12]范立础,卓卫东.桥梁延性抗震设计[M].北京:人民交通出版社,2001.265-290.
[13]黄嘉.基于非线性动力反应分析的钢筋混凝土乙类建筑抗震设计思路的初步探讨[D].重庆:重庆大学,2003.
[14]Mwafy A M,Elnashai A S.Static pushover versus dynamic collapse analysis of RC buildings[J].Engineering Structures,2001,23:407-424.
[2]Mwafy A M,Elnashai A S.Static pushover versus dynamic collapse analysis of RC buildings[J].Engineering Structures,2001,23:407-424.
[3]Bertero V V.Strength and deformation capacities of buildings under extreme enviorments[A].In:Pisters K S(ed.).Structural Engi-neering and Structural Mechanics[C].Engewood Cliffs,NJ:Pren-tice-Hall,1977,211-215.
[4]杨成,徐腾飞,李英民,等.应用弹塑性反应谱对IDA方法的改进研究[J].地震工程与工程振动,2008,28(4):64-69.
[5]马千里,等.采用逐步增量弹塑性时程方法对RC框架结构推覆分析侧力模式的研究[J].建筑结构学报,2008,29(2):132-140.
[6]叶列平,等.混凝土结构抗震非线性分析模型、方法及算例[J].工程力学,2006,23supⅡ:131-140.
[7]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[8]罗文斌,钱稼茹.钢筋混凝土框架基于位移的抗震设计[J].土木工程学报,2003,36(5):22-29.
[9]杨溥,李英民,熊振勇,等.能力曲线折线简化方法对比研究[J].重庆建筑大学学报,2005,27(4):59-63.
[10]杨成.结构弹塑性地震反应分析的改进能力—需求曲线方法研究[D].重庆:重庆大学,2003.
[11]杨溥.基于位移的结构地震反应分析方法研究[D].重庆:重庆建筑大学,1999.
[12]范立础,卓卫东.桥梁延性抗震设计[M].北京:人民交通出版社,2001.265-290.
[13]黄嘉.基于非线性动力反应分析的钢筋混凝土乙类建筑抗震设计思路的初步探讨[D].重庆:重庆大学,2003.
[14]Mwafy A M,Elnashai A S.Static pushover versus dynamic collapse analysis of RC buildings[J].Engineering Structures,2001,23:407-424.
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