多层冷弯薄壁型钢结构住宅的地震响应分析
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摘要
采用结构有限元分析软件ANSYS,建立空间模型对多层冷弯薄壁型钢结构住宅进行非线性时程分析。首先对2层冷弯薄壁型钢结构住宅进行模态分析,并与低层冷弯薄壁型钢结构住宅的实测周期、振型比较,二者吻合较好,验证了本文有限元模型的正确性。接着分析3层～6层冷弯薄壁型钢结构住宅在不同地面加速度峰值下的结构响应,结果表明:结构的位移和加速度均随输入地震波加速度峰值的增大而增加,各时程曲线逐渐由密变疏,表明结构周期略有增加。最后参考《建筑抗震设计规范》(GB 50011-2010)的相关规定,提出多层冷弯薄壁型钢结构住宅在多遇地震作用下的弹性层间位移角限值为1/750;在罕遇地震作用下的弹塑性层间位移角限值为1/100。
In order to analyze the nonlinear dynamic time-history response of cold-formed steel framing system of mid-rise residential building,a 3D finite element model is formulated with ANSYS structural analysis software.Firstly,modal analysis is done for a two-story building model.The predicted period and modal shape have a good correspondence with the actual response of 2-story building,which proved the finite element model is proper.Then,the structural response of 3~6 story-building is analyzed under different acceleration amplitudes by this finite element model.It demonstrates that when the amplitude of seismic-wave acceleration increases,the structural displacement and acceleration increase,but the waveforms of displacement and acceleration are similar.It also shows that the structural displacement-time and acceleration-time curves become sparse from dense with the increasing of amplitude of seismic-wave acceleration.Finally,refering to the relevant proposals of Code for Seismic Design of Buildings GB50011-2010,it is proposed that for cold-formed steel framing system of mid-rise residential building,the elastic ultimate story-drift is 1/750 under frequently occurred earthquakes,and 1/100 under severe earthquakes.
In order to analyze the nonlinear dynamic time-history response of cold-formed steel framing system of mid-rise residential building,a 3D finite element model is formulated with ANSYS structural analysis software.Firstly,modal analysis is done for a two-story building model.The predicted period and modal shape have a good correspondence with the actual response of 2-story building,which proved the finite element model is proper.Then,the structural response of 3~6 story-building is analyzed under different acceleration amplitudes by this finite element model.It demonstrates that when the amplitude of seismic-wave acceleration increases,the structural displacement and acceleration increase,but the waveforms of displacement and acceleration are similar.It also shows that the structural displacement-time and acceleration-time curves become sparse from dense with the increasing of amplitude of seismic-wave acceleration.Finally,refering to the relevant proposals of Code for Seismic Design of Buildings GB50011-2010,it is proposed that for cold-formed steel framing system of mid-rise residential building,the elastic ultimate story-drift is 1/750 under frequently occurred earthquakes,and 1/100 under severe earthquakes.
引文
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[3]周绪红,贾子文.冷弯薄壁型钢-混凝土组合楼盖受弯承载力试验研究[J].建筑结构学报,2010,31(7):13～22Zhou Xu-hong,Jia Zi-wen.Experimental study onflexural capacity of cold-formed steel joists and concretecomposite floor[J].Journal of Building Strucures,2010,31(7):13～22(in Chinese)
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[5]Dan DUBINA.冷成型钢框架房屋的抗震性能[J].建筑钢结构进展,2007,9(1):1～17Dan DUBINA.Behaviour and performance of cold-formedsteel framed houses under seismic action[J].Progress inSteel Building Structures.2007,9(1):1～17(inChinese)
[6]沈祖炎,李元齐.屈服强度550MPa高强冷弯薄壁型钢结构设计理论系列研究[A].2007全国轻型钢结构技术研讨会论文集,2007:4～10
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[8]GB 50011-2010,建筑抗震设计规范[S]GB 50011-2010,Code for Seismic Design of Buildings[S](in Chinese)
[9]石宇.水平地震作用下多层冷弯薄壁型钢结构住宅的抗震性能研究[D].西安:长安大学,2008Shi Yu.Study on seismic behavior of cold-formed steelframing system of mid-rise residential building underhorizon earthquake action[D].Xi’an:Chang’anUniversity,2008.(in Chinese)
[2]周绪红,石宇,周天华,于正宁.冷弯薄壁型钢组合墙体抗剪性能试验研究[J].土木工程学报,2010,43(5):38～44.Zhou Xu-hong,Shi Yu,Zhou Tian-hua,Yu Zheng-ning.Experimental study of the shear resistance of cold-formedsteel stud walls[J].China Civil Engineering Journal,2010,43(5):38～44(in Chinese)
[3]周绪红,贾子文.冷弯薄壁型钢-混凝土组合楼盖受弯承载力试验研究[J].建筑结构学报,2010,31(7):13～22Zhou Xu-hong,Jia Zi-wen.Experimental study onflexural capacity of cold-formed steel joists and concretecomposite floor[J].Journal of Building Strucures,2010,31(7):13～22(in Chinese)
[4]Yoshimichi K.Seismic Resistance and Design of Steel-Framed House[J].Nippon Steel Technical Report No79,1999:6～16
[5]Dan DUBINA.冷成型钢框架房屋的抗震性能[J].建筑钢结构进展,2007,9(1):1～17Dan DUBINA.Behaviour and performance of cold-formedsteel framed houses under seismic action[J].Progress inSteel Building Structures.2007,9(1):1～17(inChinese)
[6]沈祖炎,李元齐.屈服强度550MPa高强冷弯薄壁型钢结构设计理论系列研究[A].2007全国轻型钢结构技术研讨会论文集,2007:4～10
[7]殷惠光,张跃峰.《低层冷弯薄壁型钢建筑技术规程》编制背景[J].工程建设与设计,2004(7):24～26
[8]GB 50011-2010,建筑抗震设计规范[S]GB 50011-2010,Code for Seismic Design of Buildings[S](in Chinese)
[9]石宇.水平地震作用下多层冷弯薄壁型钢结构住宅的抗震性能研究[D].西安:长安大学,2008Shi Yu.Study on seismic behavior of cold-formed steelframing system of mid-rise residential building underhorizon earthquake action[D].Xi’an:Chang’anUniversity,2008.(in Chinese)
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