改良型梁柱节点用于D型偏心支撑钢框架在循环荷载作用下的滞回性能分析
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摘要
偏心支撑框架结构体系是一种非常适合强震地区的抗震结构体系。D型偏心支撑钢框架结构是偏心支撑结构中常用的一种抗震耗能结构形式,其耗能梁段与柱直接相连,为了满足梁端抗弯承载力的设计要求和保证耗能梁段充分发展剪切塑性变形,一般需要对梁柱连接节点处采取一些加强措施。利用ANSYS有限元程序,针对传统节点比较分析了两种改良型梁柱连接节点的D型偏心支撑框架。分析结果表明,改良型节点的D型偏心支撑将耗能梁段外移不与柱直接相连,有良好的强度、刚度,不仅可以使剪切屈服的区域远离梁翼缘焊缝,而且可以放松钢柱对梁端部的变形约束,从而提高整个耗能梁段的耗能能力。
The eccentrically braced frame(EBF) is a suitable structural system for strong earthquake region.The D-type eccentrically braced steel frame connecting column provides an efficient structural form for resisting seismic activity.Reinforced connection between beam and column should be taken for meeting design demand.ANSYS is used to comparativey study the hysteretic behaviour between improved connection using in D-type EBF and typical D-type EBF.The results show that the D-type EBF with improved connection has good strength,stiffness.It indicate that the improved connection may draw shear buckling area away from link flange welds and relax the extreme deformation in link near the column to improve the energy dissipation capacity of whole link beam.
The eccentrically braced frame(EBF) is a suitable structural system for strong earthquake region.The D-type eccentrically braced steel frame connecting column provides an efficient structural form for resisting seismic activity.Reinforced connection between beam and column should be taken for meeting design demand.ANSYS is used to comparativey study the hysteretic behaviour between improved connection using in D-type EBF and typical D-type EBF.The results show that the D-type EBF with improved connection has good strength,stiffness.It indicate that the improved connection may draw shear buckling area away from link flange welds and relax the extreme deformation in link near the column to improve the energy dissipation capacity of whole link beam.
引文
[1]陈绍蕃.钢结构设计原理[M].3版.北京:科学出版社,2005:422-424.
[2]钱稼茹,陈茂盛,张天申,等.偏心支撑钢框架拟动力地震反应试验分析[J].工程抗震,1992(1):15-18.
[3]钱稼茹,陈茂盛,张天申.偏心支撑钢框架在水平力作用下试验研究和极限分析[J].建筑结构,1993(4):3-9.
[4]申林,蔡益燕,郁银泉.偏心支撑钢框架设计方法[J].建筑结构,2002(2):13-16.
[5]GB 50011-2001建筑抗震设计规范[S].
[6]JGJ 101-96建筑抗震试验方法规程[S].
[7]GB 50009-2001建筑结构荷载规范[S].
[8]赵宝成.偏心支撑钢框架在循环荷载作用下的破坏机理及抗震设计对策[D].西安:西安建筑科技大学,2003.
[9]Okazaki T,Arce G,Ryu H C,et al.Experimental Study of Lo-cal Buckling,Over-Strength,and Fracture of Links in Eccentri-cally Braced Frames[J].Journal of Structural Engineering,2005,131:1526-1535.
[10]Richards P W,Uang C M.Effect of Flange Width-ThicknessRatio on Eccentrically Braced Frames Link Cyclic Rotation Ca-pacity[J].Journal of Structural Engineering,2005,131:1546-1552.
[2]钱稼茹,陈茂盛,张天申,等.偏心支撑钢框架拟动力地震反应试验分析[J].工程抗震,1992(1):15-18.
[3]钱稼茹,陈茂盛,张天申.偏心支撑钢框架在水平力作用下试验研究和极限分析[J].建筑结构,1993(4):3-9.
[4]申林,蔡益燕,郁银泉.偏心支撑钢框架设计方法[J].建筑结构,2002(2):13-16.
[5]GB 50011-2001建筑抗震设计规范[S].
[6]JGJ 101-96建筑抗震试验方法规程[S].
[7]GB 50009-2001建筑结构荷载规范[S].
[8]赵宝成.偏心支撑钢框架在循环荷载作用下的破坏机理及抗震设计对策[D].西安:西安建筑科技大学,2003.
[9]Okazaki T,Arce G,Ryu H C,et al.Experimental Study of Lo-cal Buckling,Over-Strength,and Fracture of Links in Eccentri-cally Braced Frames[J].Journal of Structural Engineering,2005,131:1526-1535.
[10]Richards P W,Uang C M.Effect of Flange Width-ThicknessRatio on Eccentrically Braced Frames Link Cyclic Rotation Ca-pacity[J].Journal of Structural Engineering,2005,131:1546-1552.
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