贵阳201大厦罕遇地震下的动力弹塑性分析及抗震性能评估
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摘要
贵阳201大厦结构高度为156m,采用支撑筒悬挂结构体系,对不同受力构件设置不同的铰模型,建立三维有限元模型。分析结果表明,6度罕遇地震作用下,结构最大层间位移角小于规范限值。构件方面,仅局部耗能梁出现剪切型屈服铰,处于IO阶段,首层裙房柱柱底出现弯曲屈服,处于B～IO阶段,主结构、环梁和悬挂桁架未出现屈服,其余构件也未出现屈服。大震下钢管柱未出现受拉。当阻尼比为0.02时,结构的层间位移角仍能满足规范要求。通过加大地震动峰值加速度的方法,验证了耗能梁的设置可起到"保险丝"的作用。
The supported tube suspension structural system is adopted for Guiyang 201 Building with a height of 156m.A three-dimensional model was set up,in which different hinge models had been assigned according to different components.Analysis results show that under 6-degree rare earthquake,the maximum drift meets code requirements.As for components,only some link beams have shear hinges at the IO stage,and there is flexural yield between B and IO stage at the bottom of one podium column,and no yield occurs in the main structural members,girders,suspension trusses and other components.Under rear earthquake,concrete-filled steel tubular columns are not subjected to tension.When damping ratio comes to 0.02,the structural drift can still meet code requirements.The effect of link beams as "fuses" is verified by the way of increasing peak ground acceleration.
The supported tube suspension structural system is adopted for Guiyang 201 Building with a height of 156m.A three-dimensional model was set up,in which different hinge models had been assigned according to different components.Analysis results show that under 6-degree rare earthquake,the maximum drift meets code requirements.As for components,only some link beams have shear hinges at the IO stage,and there is flexural yield between B and IO stage at the bottom of one podium column,and no yield occurs in the main structural members,girders,suspension trusses and other components.Under rear earthquake,concrete-filled steel tubular columns are not subjected to tension.When damping ratio comes to 0.02,the structural drift can still meet code requirements.The effect of link beams as "fuses" is verified by the way of increasing peak ground acceleration.
引文
[1]王兴法,林超伟,许波,等.贵阳201大厦结构体系研究[J].建筑结构,2012,42(3):10-14,28.
[2]American Society of Civil Engineers.Prestand andcommentary guidelines for the seismic rehabilitation ofbuildings[R].FEMA-356,Washington D.C.:FederalEmergency Management Agency,2000.
[3]GB50017—2003钢结构设计规范[S].北京:中国计划出版社,2003.
[4]GB50011—2001建筑抗震设计规范[S].2008年版.北京:中国建筑工业出版社,2008.
[5]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.
[2]American Society of Civil Engineers.Prestand andcommentary guidelines for the seismic rehabilitation ofbuildings[R].FEMA-356,Washington D.C.:FederalEmergency Management Agency,2000.
[3]GB50017—2003钢结构设计规范[S].北京:中国计划出版社,2003.
[4]GB50011—2001建筑抗震设计规范[S].2008年版.北京:中国建筑工业出版社,2008.
[5]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.
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