计算结构非线性地震峰值响应的等价线性化模型
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摘要
多自由度体系的等价线性化方法是预测结构的非线性地震峰值响应的有效方法。单自由度等价线性化模型是该方法的基础。该文在前人研究的基础上,从定性和定量的两个方面综合分析了结构周期、延性系数以及恢复力模型等因素对单自由度等价线性化模型的影响,并通过对大量地震动记录下动力弹塑性分析结果的拟合回归,提出了能够综合反映各方面参数影响的单自由度等价线性化模型。与现有代表性的等价线性化模型相比,该文模型所反映的参数最为全面,预测峰值位移的平均相对误差最小,且略偏于保守。
The equivalent linear analysis of a multi-degree-of-freedom system is an effective method in predict-ing the maximum inelastic seismic responses of building structures,in which the equivalent linear models for sin-gle-degree-of-freedom systems are of essential importance.The influence of structure's period of vibration,duc-tility ratio and hysteretic models over the equivalent linear parameters is examined both conceptually and quanti-tatively.A comprehensive model taking all the above-mentioned factors into account is proposed through regres-sions of the results of extensive nonlinear dynamic analyses.By comparing with typical existing models,the pro-posed model shows superior performance in terms of the influencing factors as well as mean relative errors.
The equivalent linear analysis of a multi-degree-of-freedom system is an effective method in predict-ing the maximum inelastic seismic responses of building structures,in which the equivalent linear models for sin-gle-degree-of-freedom systems are of essential importance.The influence of structure's period of vibration,duc-tility ratio and hysteretic models over the equivalent linear parameters is examined both conceptually and quanti-tatively.A comprehensive model taking all the above-mentioned factors into account is proposed through regres-sions of the results of extensive nonlinear dynamic analyses.By comparing with typical existing models,the pro-posed model shows superior performance in terms of the influencing factors as well as mean relative errors.
引文
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[2]ATC-40,Seismic evaluation and retrofit of concretebuildings[S].Redwood City,1996.
[3]Gulkan P,Sozen Mete A.Inelastic response of reinforcedconcrete structures to earthquake motions[J].ACI Jour-nal,1974,71(12):601―609.
[4]Kowalsky M J.Displacement-based design―A method-ology for seismic design applied to RC bridge columns[D].La Jolla:University of California at San Diego,1994.
[5]Gates N C.The earthquake response of deterioratingsystems[D].Pasadena,California:California Institute ofTechnology,1977.
[6]Iwan W D.Estimating Inelastic response spectra fromelastic spectra[J].Earthquake Engineering and StructuralDynamics,1980,8(4):375―388.
[7]Kwan W P,Billington S L.Influence of hysteretic be-havior on equivalent period and damping of structuralsystems[J].Journal of Structural Engineering,2003,129(5):576―585.
[8]Jacobsen L S.Steady forced vibrations as influenced bydamping[J].ASME Transactions,1930,52:169―181.
[9]Rosenblueth E,Herrera I.On a kind of hysteretic damp-ing[J].Journal of Engineering Mechanics Division,ASCE,1964,90:37―48.
[10]Pacific Earthquake Engineering Research Center(PEER).PEER NGA database[DB].http://peer.berkeley.edu/nga/,2009-09-22.
[11]Newmark N M,Rosenblueth E.Fundamentals of earth-quake engineering[M].Englewood Cliffs:Prentice-Hall,1971.
[12]叶列平,陆新征,马千里,程光煜,宋世研,缪志伟,潘鹏.屈服后刚度对建筑结构地震响应影响的研究[J].建筑结构学报,2009,30(2):17―29.Ye Lieping,Lu Xinzheng,Ma Qianli,Cheng Guangyu,Song Shiyan,Miao Zhiwei,Pan Peng.Study on the in-fluence of post-yielding stiffness to the seismic responseof building structures[J].Journal of Building Structures,2009,30(2):17―29.(in Chinese)
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