超高层巨型框架结构主次框架相互作用研究
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摘要
为研究巨型框架结构中主次结构相互作用特征,对一典型的超高层巨型框架结构展开了弹性及弹塑性动力分析,研究主次框架相互作用的楼层分布特征。弹塑性非线性模型合理考虑了材料的非线性本构特征及构件的刚度退化、强度退化及滑移等非线性力学特征;只保留初始刚度特性建立对应的弹性模型。对主次结构相互作用的时程反应极值分布展开分析,结果表明主次框架相互作用力沿高度呈中大边小的弦状曲线分布,反映了主次框架间具有弹塑性地基梁的相互作用模式。
To study interaction characteristics between the primary and secondary frame(abbr.:PF and SF) of mega-frame structure,elastic and elasto-plastic time history analysis was carried out on a typical super-high-rise mega-frame structure,and researches on characteristics of this interaction's vertical distribution were made.Nonlinear elasto-plastic model was established based on reasonable consideration on the material nonlinear constitutive model and components' nonlinear mechanics,such as stiffness degradation,strength deterioration and slip characteristic.From time history analysis,extreme interaction's distribution between PF and SF was studied,and chord-curve distribution appeared with side small and middle large.This reflects that reaction between PF and SF presents somewhat elasto-plastic foundation beam's reaction mode.
To study interaction characteristics between the primary and secondary frame(abbr.:PF and SF) of mega-frame structure,elastic and elasto-plastic time history analysis was carried out on a typical super-high-rise mega-frame structure,and researches on characteristics of this interaction's vertical distribution were made.Nonlinear elasto-plastic model was established based on reasonable consideration on the material nonlinear constitutive model and components' nonlinear mechanics,such as stiffness degradation,strength deterioration and slip characteristic.From time history analysis,extreme interaction's distribution between PF and SF was studied,and chord-curve distribution appeared with side small and middle large.This reflects that reaction between PF and SF presents somewhat elasto-plastic foundation beam's reaction mode.
引文
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[5]黄嘉,柯长华,杨洁等.北京电视中心主楼巨型钢框架结构设计[J].建筑结构,2006(6)
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[7]孟焕陵,刘杨,沈蒲生.巨型框架中主、次框架的抗侧刚度比的限值研究[J].铁道科学与工程学报,2008(1)
[8]尹华钢,李志强,刘晓华等.北京新保利大厦结构抗震设计[J].建筑结构,2007(4)
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[11]Li K N.CANNY Technical Manual[DB CD].CANNYCONSULTANT PTE LTD.,2004
[12]Shibata M,Wakabayashi M.Hysteretic behaviour of K-type braced frame[C].San Francisco,CA.,1984
[13]Cao H,Friswell M I.The effect of energy concentrationof earthquake ground motions on the nonlinear responseof RC structures[J].Soil Dynamics and EarthquakeEngineering,2009(2)
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