近场地震作用下考虑二阶效应的混凝土框架抗震分析
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摘要
利用钢筋混凝土柱的试验结果,验证OpenSees程序用于钢筋混凝土结构非线性分析的可行性。以此为基础,对钢筋混凝土框架结构在远场地震、近场非脉冲地震与近场脉冲地震作用的性能进行非线性时程分析,研究框架结构在三类地震作用下的反应以及二阶效应对结构反应的影响。针对近场脉冲地震对结构进行增量动力分析(IDA)和易损性分析,分别得到结构的IDA曲线、易损性曲线和近场脉冲地震作用下二阶效应对结构抗震性能的影响。分析结果表明,在三类地震作用下,近场脉冲地震导致的二阶效应对结构抗震性能的影响最为显著,结构抗震设计中宜考虑二阶效应的影响。
Using the test results of reinforced concrete columns,the feasibility of OpenSees program for the nonlinear analysis of reinforced concrete structures is validated.With the program,the seismic performance of a reinforced concrete frame structure subjected to far-field earthquake,near-field earthquake with or without impulse action is measured by the nonlinear dynamic time history analysis,in order to study the influence of second-order effect on the structural responses under the three types of earthquake ground motions.Aiming at the near field earthquake with impulse action,the incremental dynamic analysis(IDA) and vulnerability analysis are conduced and the IDA curves,fragility curves,and the influence of second-order effect on the seismic performance of the structure are obtained,respectively.Analysis results show that in three types of earthquake ground motions,near-filed earthquake with impulse action has the most significant effect on the structural seismic performance,and the structural seismic design has to consider the second-effect.
Using the test results of reinforced concrete columns,the feasibility of OpenSees program for the nonlinear analysis of reinforced concrete structures is validated.With the program,the seismic performance of a reinforced concrete frame structure subjected to far-field earthquake,near-field earthquake with or without impulse action is measured by the nonlinear dynamic time history analysis,in order to study the influence of second-order effect on the structural responses under the three types of earthquake ground motions.Aiming at the near field earthquake with impulse action,the incremental dynamic analysis(IDA) and vulnerability analysis are conduced and the IDA curves,fragility curves,and the influence of second-order effect on the seismic performance of the structure are obtained,respectively.Analysis results show that in three types of earthquake ground motions,near-filed earthquake with impulse action has the most significant effect on the structural seismic performance,and the structural seismic design has to consider the second-effect.
引文
[1]JGJ3-2010高层建筑混凝土结构技术规程[S].北京.中国建筑工业出版社,2010.JGJ3-2010 Technical Specification for Concrete Structures of Tall Building[S].Beijing:China Architecture&Building Press,2010.(in Chi-nese)
[2]Bernal B.Instability of building subjected to earthquakes[J].Journal of Structural Engineering,1992,118(8):2239-2260.
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[4]朱丽佳.考虑效应的钢筋混凝土框架结构Push-over分析[D].西安:西安理工大学,2005.ZHU Lijia,Push-over analysis of RC frames structures with consideration of effect[D].Xi’an:XI’aN University of Technology,2005.(in Chi-nese)
[5]Wilson E L,Habibullah A.Static and dynamic analysis of multi-story buildings including P-delta effects[J].Earthquake Spectra,1987,3(2):134-141.
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[7]Gupta A,Krawinkler H.Dynamic p-delta effects for flexible inelastic structures[J].Journal of Structural Engineering,2000,126(1):145-154.
[8]Chopra A K,Chintanapakdee C.Comparing response of SDF systems to near-fault and far-fault earthquake motions in the context of spectral regions[J].Earthquake Engineering and Structural Dynamics,2001,30(1):1769-1789.
[9]Malhotra P K.Response of buildings to near-field pulse-like ground motions[J].Earthquake Engineering and Structural Dynamics,1999,28(11):1309-1326.
[10]El-Bahy A,Kunnath S K,Stone W,et al.Cumulative seismic damage of circular bridge columns:Benchmark and low-cycle fatigue tests[J].ACIStructural Journal,1999,96(4):633-641.
[11]刘毅,魏巍,白绍良.考虑非弹性特征的钢筋混凝土框架杆件刚度折减系数[J].重庆建筑大学学报,2000,22(1):26-32.(in Chi-nese)LIU Yi,WEI Wei,BAI Shaoliang.RC frame component's stiffness reduction factor considering non-elastic characteristics[J].Journal ofChongqing Jianzhu University,2000,22(1):26-32.
[12]Vamvatsikos D.Seismic performance,capacity and reliability of structures as seen through incremental dynamic analysis[D].California:Stanford U-niversity,2002.
[13]Federal Emergency Management Agency(FEMA).NEHRP guidelines for the seismic rehabilitation of buildings[S].Washington:FEMA,1997.
[14]陈顺,陈棋福,陈凌.地震损失预测评估中的易损性分析[J].中国地震,1999,15(2):97-105.CHEN Shun,CHEN Qifu,CHEN Ling.Vulnerability analysis in earthquake loss estimate[J].Earthquake Research in China,1999,15(2):97-105.(in Chinese)
[15]Cornell A C,Jalayer F,Hamburger R O.Probabilistic basis for 2000 SAC federal emergency management agency steel moment frame guidelines[J].Journal of Structural Engineering,2002,128:526-532.
[2]Bernal B.Instability of building subjected to earthquakes[J].Journal of Structural Engineering,1992,118(8):2239-2260.
[3]朱杰江,吕西林,容柏生.高层混凝土结构重力二阶效应的影响分析[J].建筑结构学报,2003,24(6):38-43.ZHU Jiejiang,LXilin,RONG Baisheng.Influence analysis of gravity second-order effect on tall concrete structures[J].Journal of BuildingStructures,2003,24(6):38-43.(in Chinese)
[4]朱丽佳.考虑效应的钢筋混凝土框架结构Push-over分析[D].西安:西安理工大学,2005.ZHU Lijia,Push-over analysis of RC frames structures with consideration of effect[D].Xi’an:XI’aN University of Technology,2005.(in Chi-nese)
[5]Wilson E L,Habibullah A.Static and dynamic analysis of multi-story buildings including P-delta effects[J].Earthquake Spectra,1987,3(2):134-141.
[6]Kwak H G,Kim J K.Effects of slender RC columns under seismic load[J].Engineering Structures,2007,29(4):3121-3133.
[7]Gupta A,Krawinkler H.Dynamic p-delta effects for flexible inelastic structures[J].Journal of Structural Engineering,2000,126(1):145-154.
[8]Chopra A K,Chintanapakdee C.Comparing response of SDF systems to near-fault and far-fault earthquake motions in the context of spectral regions[J].Earthquake Engineering and Structural Dynamics,2001,30(1):1769-1789.
[9]Malhotra P K.Response of buildings to near-field pulse-like ground motions[J].Earthquake Engineering and Structural Dynamics,1999,28(11):1309-1326.
[10]El-Bahy A,Kunnath S K,Stone W,et al.Cumulative seismic damage of circular bridge columns:Benchmark and low-cycle fatigue tests[J].ACIStructural Journal,1999,96(4):633-641.
[11]刘毅,魏巍,白绍良.考虑非弹性特征的钢筋混凝土框架杆件刚度折减系数[J].重庆建筑大学学报,2000,22(1):26-32.(in Chi-nese)LIU Yi,WEI Wei,BAI Shaoliang.RC frame component's stiffness reduction factor considering non-elastic characteristics[J].Journal ofChongqing Jianzhu University,2000,22(1):26-32.
[12]Vamvatsikos D.Seismic performance,capacity and reliability of structures as seen through incremental dynamic analysis[D].California:Stanford U-niversity,2002.
[13]Federal Emergency Management Agency(FEMA).NEHRP guidelines for the seismic rehabilitation of buildings[S].Washington:FEMA,1997.
[14]陈顺,陈棋福,陈凌.地震损失预测评估中的易损性分析[J].中国地震,1999,15(2):97-105.CHEN Shun,CHEN Qifu,CHEN Ling.Vulnerability analysis in earthquake loss estimate[J].Earthquake Research in China,1999,15(2):97-105.(in Chinese)
[15]Cornell A C,Jalayer F,Hamburger R O.Probabilistic basis for 2000 SAC federal emergency management agency steel moment frame guidelines[J].Journal of Structural Engineering,2002,128:526-532.
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