三种新型梁柱连接节点用于单斜杆偏心支撑结构的抗震性能研究
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摘要
单斜杆偏心支撑钢框架是偏心支撑结构中常用的一种抗震耗能结构形式,但是其耗能梁段与柱直接相连,既要保证梁端的抗弯承载力足够大,又要保证耗能梁段充分发展剪切塑性变形,以便耗散更多的地震能量。本文针对单斜杆偏心支撑的设计要求,提出了三种新型剪切型耗能梁段与柱连接节点加强措施—加肋板、加侧板、改进加楔形盖板方案。本文给出了设计方法,利用ANSYS有限元分析程序,采用壳单元建立了有限元分析模型,与梁柱直接相连的单斜杆偏心支撑结构进行了理论分析比较。验证了新型加强节点不仅可以使耗能梁段的屈服远离翼缘焊缝,排除耗能梁段与柱邻近区域的屈服,并具有良好的变形能力和抗侧移能力。当然这些结论的可靠性尚需试验的验证。
The eccentrically braced steel frames provide an efficient structural system for resisting seismic action.For meeting the design demand of sufficient capacity to resist moment and dissipate energy,three new reinforced connections,through adding rib,adding side-plate,adding cover-plate between shear links and column,are proposed.This paper provides the analytical results of comparison between the new conneetions and traditional connections.Results indicate that the new conneetions may draw link yield away from column face,preclude yielding in the link in the region adjacent to the column,and have good deformation capacity and sufficient stiffness.
The eccentrically braced steel frames provide an efficient structural system for resisting seismic action.For meeting the design demand of sufficient capacity to resist moment and dissipate energy,three new reinforced connections,through adding rib,adding side-plate,adding cover-plate between shear links and column,are proposed.This paper provides the analytical results of comparison between the new conneetions and traditional connections.Results indicate that the new conneetions may draw link yield away from column face,preclude yielding in the link in the region adjacent to the column,and have good deformation capacity and sufficient stiffness.
引文
[1]Taichiro Okazaki,BE,ME,MA.Seismic Performance of Link-to-Column Connections in Steel Eccentrically Braced Frames[D].A dissertation for Doctor of Philosophy.The University of Texas of Austin.December,2004.
[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]赵宝成,顾强.单斜杆偏心支撑钢框架在循环荷载作用下的滞回性能分析[J].苏州科技学院学报(工程技术版),2005,18(3):10-14.
[5]建筑抗震设计规范(GB50011-2001)[S].
[6]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.
[7]刘其祥,蔡益燕,朱知信,等.多高层房屋钢结构梁柱刚性连接节点的抗震设计[J].建筑结构,2001,31(8):9-13.
[8]建筑抗震试验方法规程(JGJ101-96)[S].
[9]高层民用建筑钢结构技术规程(JGJ99-98)[S].
[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]赵宝成,顾强.单斜杆偏心支撑钢框架在循环荷载作用下的滞回性能分析[J].苏州科技学院学报(工程技术版),2005,18(3):10-14.
[5]建筑抗震设计规范(GB50011-2001)[S].
[6]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.
[7]刘其祥,蔡益燕,朱知信,等.多高层房屋钢结构梁柱刚性连接节点的抗震设计[J].建筑结构,2001,31(8):9-13.
[8]建筑抗震试验方法规程(JGJ101-96)[S].
[9]高层民用建筑钢结构技术规程(JGJ99-98)[S].
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