栓焊连接钢框架钢板剪力墙结构试验研究和有限元分析
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摘要
在钢板剪力墙结构中,上下两层内嵌钢板拉力带的水平分力作用在中间梁上,减小了梁端弯矩,降低了节点的刚度要求,为采用半刚性节点提供了可能。据此,提出半刚接钢框架钢板剪力墙新型结构体系的概念,并设计了单跨两层栓焊连接(节点域无加劲肋)钢框架-钢板剪力墙试件,进行了低周反复荷载试验研究和有限元分析。试验主要从整体性能方面对试件进行评价,有限元主要从内力分配、节点受力及传力机理等方面对试件进行补充分析。结果表明,该体系有较高的水平承载力和良好的耗能能力;一层内嵌钢板拉力带比二层更加明显;内嵌钢板承担的水平剪力占总水平剪力的65.28%～73.87%,承担的倾覆弯矩占总倾覆弯矩的21.98%～33.35%;该体系的薄弱部位不在节点,采用半刚性节点是合理的。
In the steel plate shear wall,pulling force of the steel plate can change the force transmission path in the frame.The horizontal component of forces in the upper and lower plates act on the beam,thus bending moment of the beam is reduced.The stiffness requirements of connections can also be reduced.This makes semi-rigid connections possible.Up to this point,the concept of a new type structure named semi-rigid steel frame-steel plate shear wall is presented.In this paper,a single-span and two-story steel plate shear wall with unstiffened welded-bolted connections is designed and low-cycle reverse loading tests and finite element analysis are carried out.There are four conclusions can be drawn: Firstly,the new structure has high ultimate strength and good energy dissipation.Secondly,pulling strips of the first story are more obvious than those of the second story.Thirdly,the steel plate can bear 65.28%~73.87% of lateral load,and 21.98%~33.35% of overturning moment;Fourthly,the connection is not the weak location of the new structure,and semi-rigid connection is reasonable.
In the steel plate shear wall,pulling force of the steel plate can change the force transmission path in the frame.The horizontal component of forces in the upper and lower plates act on the beam,thus bending moment of the beam is reduced.The stiffness requirements of connections can also be reduced.This makes semi-rigid connections possible.Up to this point,the concept of a new type structure named semi-rigid steel frame-steel plate shear wall is presented.In this paper,a single-span and two-story steel plate shear wall with unstiffened welded-bolted connections is designed and low-cycle reverse loading tests and finite element analysis are carried out.There are four conclusions can be drawn: Firstly,the new structure has high ultimate strength and good energy dissipation.Secondly,pulling strips of the first story are more obvious than those of the second story.Thirdly,the steel plate can bear 65.28%~73.87% of lateral load,and 21.98%~33.35% of overturning moment;Fourthly,the connection is not the weak location of the new structure,and semi-rigid connection is reasonable.
引文
[1]Darren Vian,Michel Bruneau,Tsai K C,et al.Special PerforatedSteel Plate Shear Walls with Reduced Beam Section AnchorBeams.I:Experimental Investigation[J].Journal of StructuralEngineering,2009,135(3):211-220.
[2]Darren Vian,Michel Bruneau,Ronny Purba.Special PerforatedSteel Plate Shear Walls with Reduced Beam Section AnchorBeams.II:Analysis and Design Recommendations[J].Journal ofStructural Engineering,2009,135(3):221-228.
[3]蔡克铨,林盈成,林志翰.钢板剪力墙抗震行为与设计[J].建筑钢结构进展,2007,9(5):19-25.
[4]陆烨,李国强,孙飞飞.大高宽比屈曲约束组合钢板剪力墙的试验研究[J].建筑钢结构进展,2009,11(2):18-27.
[5]孙飞飞,戴成华,李国强.大宽厚比开缝组合钢板墙低周反复荷载试验研究[J].建筑结构学报2,009,30(5):72-81.
[6]郭彦林,董全利,周明.防屈曲钢板剪力墙滞回性能理论与试验研究[J].工程力学,2009,30(1):108-114.
[7]郝际平,曹春华,王迎春,等.开洞薄钢板剪力墙低周反复荷载试验研究[J].地震工程与工程振动2,009,29(2):79-85.
[8]李峰,李慧,李振敏,等.交叉加劲肋钢板剪力墙低周反复荷载试验研究[J].西安建筑科技大学学报:自然科学版,2009,41(1):57-62.
[9]JGJ 101—96建筑抗震试验方法规程[S].
[10]姚谦峰,陈平.土木工程结构试验[M].北京:中国建筑工业出版社,2001.
[2]Darren Vian,Michel Bruneau,Ronny Purba.Special PerforatedSteel Plate Shear Walls with Reduced Beam Section AnchorBeams.II:Analysis and Design Recommendations[J].Journal ofStructural Engineering,2009,135(3):221-228.
[3]蔡克铨,林盈成,林志翰.钢板剪力墙抗震行为与设计[J].建筑钢结构进展,2007,9(5):19-25.
[4]陆烨,李国强,孙飞飞.大高宽比屈曲约束组合钢板剪力墙的试验研究[J].建筑钢结构进展,2009,11(2):18-27.
[5]孙飞飞,戴成华,李国强.大宽厚比开缝组合钢板墙低周反复荷载试验研究[J].建筑结构学报2,009,30(5):72-81.
[6]郭彦林,董全利,周明.防屈曲钢板剪力墙滞回性能理论与试验研究[J].工程力学,2009,30(1):108-114.
[7]郝际平,曹春华,王迎春,等.开洞薄钢板剪力墙低周反复荷载试验研究[J].地震工程与工程振动2,009,29(2):79-85.
[8]李峰,李慧,李振敏,等.交叉加劲肋钢板剪力墙低周反复荷载试验研究[J].西安建筑科技大学学报:自然科学版,2009,41(1):57-62.
[9]JGJ 101—96建筑抗震试验方法规程[S].
[10]姚谦峰,陈平.土木工程结构试验[M].北京:中国建筑工业出版社,2001.
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