钢筋混凝土框剪结构钢结构加层抗震性能分析
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摘要
采用钢结构加层后,结构的整体质量、刚度、周期、阻尼比等都发生较大的变化。仅对加层部分结构进行计算分析是不安全的,应进行结构的整体分析。本文采用有限元软件MIDAS,对某八层钢筋混凝土框架-剪力墙结构顶部加四层钢结构的抗震性能进行了反应谱分析和时程分析。计算可见建筑物刚度突变的楼层为薄弱层,需特别重视;应注意地震作用下的结构整体性能分析。由于加层后结构周期加长,整体结构的底层层剪力变化较小。而且加层设计的同时应进行抗震加固验算,并结合实际工程的需要进行整体结构的抗震加固设计。
Significant differences are occured in the mass,stiffness,period and damp ratio after adding steel storeys on top of the original building.It is necessary to analyze the integral structure due to the unreliability of calculating the adding storeys independently.It carried on response spectrum analysis and time-history analysis after adding four-storey steel on the top of the original eight-storey concrete frame by finite element analysis(FEA) software MIDAS.Analysis results indicate that the stories with sudden change in structural stiffness show less resistance againt the earthquake and they require special attention in design.Under earthquakes,the analysis to determine the integrated performance of the structure is necessary.The result presents that the total bottom shear force of the structure is varied inconspicuously as the result of the elongation of the period;Meanwhile the checking of seismic reinforcement and the design of the dissipative system are necessitated according to the specific conditions of the engineering cases.
Significant differences are occured in the mass,stiffness,period and damp ratio after adding steel storeys on top of the original building.It is necessary to analyze the integral structure due to the unreliability of calculating the adding storeys independently.It carried on response spectrum analysis and time-history analysis after adding four-storey steel on the top of the original eight-storey concrete frame by finite element analysis(FEA) software MIDAS.Analysis results indicate that the stories with sudden change in structural stiffness show less resistance againt the earthquake and they require special attention in design.Under earthquakes,the analysis to determine the integrated performance of the structure is necessary.The result presents that the total bottom shear force of the structure is varied inconspicuously as the result of the elongation of the period;Meanwhile the checking of seismic reinforcement and the design of the dissipative system are necessitated according to the specific conditions of the engineering cases.
引文
[1]JGJ3-2002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,2002.
[2]JGJ99-98高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[3]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[4]张涛,王元清,石永久,等.钢筋混凝土框架顶部钢结构加层的抗震性能反应谱分析[J].工程抗震与加固改造,2006,28(3):95-100.
[5]吕西林,朱杰江,刘捷.上海环球金融中心结构简化弹塑性时程分析及试验验证[J].地震工程与工程振动,2005,25(2):34-42.
[6]PARK Y J,ANG A H.Seismic damage model for reinforced concrete Journal of st ructural engineering[J].ASCE,1985(4): 722-739.
[2]JGJ99-98高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[3]GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[4]张涛,王元清,石永久,等.钢筋混凝土框架顶部钢结构加层的抗震性能反应谱分析[J].工程抗震与加固改造,2006,28(3):95-100.
[5]吕西林,朱杰江,刘捷.上海环球金融中心结构简化弹塑性时程分析及试验验证[J].地震工程与工程振动,2005,25(2):34-42.
[6]PARK Y J,ANG A H.Seismic damage model for reinforced concrete Journal of st ructural engineering[J].ASCE,1985(4): 722-739.
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