强震作用下RC延性框架的简化计算
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摘要
提出了一种RC延性框架抗震设计方法,选取合理的倒塌机构并用虚功原理将其转化为等效的单自由度系统,针对选取的倒塌机构、设防烈度及场地条件计算刚塑性反应谱并据此计算结构的动力需求。以五层和九层RC框架为算例并与弹塑性时程分析比较,研究表明该方法计算简单,精度可靠,可以满足强烈地震作用下RC延性框架抗震设计要求。
Under strong earthquake the reinforced concrete (RC) ductile frame usually undergoes large plastic deformation. Most of kinetic energy rising from the earthquake is dissipated through plastic deformation. A little part is converted into elastic deformation energy. In view of this mechanism of energy transformation a new seismic design procedure for RC ductile frame is proposed in this paper. The design proceeds in two steps. The first step is to select a suitable collapse mechanism and then to transform it into a single degree-of-freedom system. The second one is to calculate the rigid-plastic spectrum according to the selected collapse mechanism, seismic fortification intensity and site class and to determine the seismic requirement. To illustrate the effectiveness, the method is applied to two example structures. One is a five-storey and the other is a nine-storey RC frame design. The results obtained are in good agreement with the ones by the non-linear time-history analysis. It is shown that the method proposed in this paper has advantages of clear notion, simple calculation and reliable accuracy. It can be used in seismic design for reinforced concrete structures.
Under strong earthquake the reinforced concrete (RC) ductile frame usually undergoes large plastic deformation. Most of kinetic energy rising from the earthquake is dissipated through plastic deformation. A little part is converted into elastic deformation energy. In view of this mechanism of energy transformation a new seismic design procedure for RC ductile frame is proposed in this paper. The design proceeds in two steps. The first step is to select a suitable collapse mechanism and then to transform it into a single degree-of-freedom system. The second one is to calculate the rigid-plastic spectrum according to the selected collapse mechanism, seismic fortification intensity and site class and to determine the seismic requirement. To illustrate the effectiveness, the method is applied to two example structures. One is a five-storey and the other is a nine-storey RC frame design. The results obtained are in good agreement with the ones by the non-linear time-history analysis. It is shown that the method proposed in this paper has advantages of clear notion, simple calculation and reliable accuracy. It can be used in seismic design for reinforced concrete structures.
引文
[1]爱德华L威尔逊.结构静力与动力分析—强调地震工程学的物理方法[M].北京金土木软件技术有限公司,中国建筑标准设计院,译.北京:中国建筑工业出版社,2006.
[2]Pridstley M J N.Myths and fallacies in earthquake engineering[M].IUSS Press:Pavia,2003.
[3]Gutierrez,Alpizar M.An effective method for displacement-based earthquake design of buildings[C]//Proceedings of13th World Conference on Earthquake Engineering,Vancouver,2004.
[4]Freeman S A.Development and use of the capacity spectrum method[C]//Proceedings of the16th US National Conference on Earthquake Engineering,Seattle,1998.
[5]Chopra A K,Goel R K.Direct displacement-based design:use of inelastic vs.elastic design spectra[J].Earthquake Spectra,Earthquake Engineering Research Institute,2001,17(1):47-64.
[6]Mariachi N,Domningues Costa J L,Nielsen M P,et al.A basic study on asymmetry of seismic response using the rigid-plastic model[J].Journal of Structural and Construction Engineering(AIJ),2005,598:75-80.
[7]Domningues Costa J L,Bento R,Levtch.Simplified non-linear time-history analysis based on theory of plasticity[C]//Proceedings of the ERES2005Conference,Skiathos,Greece.Southam-pton,U K WIT-Press,2005:375-386.
[8]SEAOC.Vision2000a framework for performance-based engineering[R].Califomia:Structural Engineering Association of California,1995.
[9]Paglietti A,Porcu M C.Rgid-plastic approximation to predict plastic motion under strong earthquakes[J].Earthquake Engineering and Structural Dynamics,2001,30:115-126.
[10]程斌,薛伟辰.基于性能的框架结构抗震设计研究[J].地震工程与工程震动,2003,23(4):50-55.
[11]霍奇P G,蒋詠秋.结构的塑性分析[M].熊祝华,译.北京:科学出版社,1996.
[12]王仁,黄文彬.塑性力学引论[M].北京:北京大学出版社,1999.
[13]中华人民共和国建设部.建筑抗震设计规范(GB50011-2001)[S]北京:中国建筑工业出版社,2001.
[14]Dowel R K,Seible F,Wilson E L.Pivot hysteresis model for reinforced concrete members[J].Structural Fournal of the ACI,1998,95(5):607-617.
[2]Pridstley M J N.Myths and fallacies in earthquake engineering[M].IUSS Press:Pavia,2003.
[3]Gutierrez,Alpizar M.An effective method for displacement-based earthquake design of buildings[C]//Proceedings of13th World Conference on Earthquake Engineering,Vancouver,2004.
[4]Freeman S A.Development and use of the capacity spectrum method[C]//Proceedings of the16th US National Conference on Earthquake Engineering,Seattle,1998.
[5]Chopra A K,Goel R K.Direct displacement-based design:use of inelastic vs.elastic design spectra[J].Earthquake Spectra,Earthquake Engineering Research Institute,2001,17(1):47-64.
[6]Mariachi N,Domningues Costa J L,Nielsen M P,et al.A basic study on asymmetry of seismic response using the rigid-plastic model[J].Journal of Structural and Construction Engineering(AIJ),2005,598:75-80.
[7]Domningues Costa J L,Bento R,Levtch.Simplified non-linear time-history analysis based on theory of plasticity[C]//Proceedings of the ERES2005Conference,Skiathos,Greece.Southam-pton,U K WIT-Press,2005:375-386.
[8]SEAOC.Vision2000a framework for performance-based engineering[R].Califomia:Structural Engineering Association of California,1995.
[9]Paglietti A,Porcu M C.Rgid-plastic approximation to predict plastic motion under strong earthquakes[J].Earthquake Engineering and Structural Dynamics,2001,30:115-126.
[10]程斌,薛伟辰.基于性能的框架结构抗震设计研究[J].地震工程与工程震动,2003,23(4):50-55.
[11]霍奇P G,蒋詠秋.结构的塑性分析[M].熊祝华,译.北京:科学出版社,1996.
[12]王仁,黄文彬.塑性力学引论[M].北京:北京大学出版社,1999.
[13]中华人民共和国建设部.建筑抗震设计规范(GB50011-2001)[S]北京:中国建筑工业出版社,2001.
[14]Dowel R K,Seible F,Wilson E L.Pivot hysteresis model for reinforced concrete members[J].Structural Fournal of the ACI,1998,95(5):607-617.
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