哑铃形端板连接节点的循环加载试验研究
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摘要
为研究工程中某梁托柱哑铃形端板连接节点的抗震性能,对3个尺寸一致的外伸无加劲肋哑铃形端板连接节点足尺试件进行了循环加载试验研究。试验结果显示,3个试件的滞回曲线基本一致,均稳定而饱满,试件的层间位移角接近0.07 rad,延性系数大于8.0,由于梁翼缘较薄,试件的破坏模式均为最外排螺栓附近的梁翼缘沿节点域加劲肋水平角焊缝和轧制倒角根部全厚度断裂,且节点域腹板有不同程度的鼓凸。试验结果表明,该类型节点具有良好的抗震性能。
To investigate the seismic behavior of a practical dumbbell-shaped extended end-plate connection without end-plate stiffener,three full-scale specimens were tested under cyclic loading.The experimental results indicated that the hysteretic curves of these three specimens were consistently stable whose ductility ratio exceeded 8.0.The equivalent interstory drift angle achieved about 0.07 rad.For the using of thin beam flange,the failure mode was the rupture of the top beam flange along the root of the horizontal fillet weld of the continued plate and the rounded corner of the rolled section in the vicinity of the extended bolt-row,and the shear buckling with different degree occured in the nodal zone.The tested end-plate connections showed excellent performance under cyclic loading,which could be used in high seismic zone.
To investigate the seismic behavior of a practical dumbbell-shaped extended end-plate connection without end-plate stiffener,three full-scale specimens were tested under cyclic loading.The experimental results indicated that the hysteretic curves of these three specimens were consistently stable whose ductility ratio exceeded 8.0.The equivalent interstory drift angle achieved about 0.07 rad.For the using of thin beam flange,the failure mode was the rupture of the top beam flange along the root of the horizontal fillet weld of the continued plate and the rounded corner of the rolled section in the vicinity of the extended bolt-row,and the shear buckling with different degree occured in the nodal zone.The tested end-plate connections showed excellent performance under cyclic loading,which could be used in high seismic zone.
引文
[1]王燕,赵桂明.钢框架梁柱半刚性节点在循环荷载作用下的试验研究[J].工业建筑,2001,31(12):55-57.
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[3]施刚,石永久,李少甫,等.多层钢框架半刚性端板连接的循环荷载试验研究[J].建筑结构学报,2005,26(2):74-80,93.
[4]Sumner E A,Murray T M.Behavior of Extended End-PlateMoment Connections Subject to Cyclic Loading[J].Journal ofStructural Engineering,2002,128(4):501-508.
[5]Ghobarah A,Korol R M,Osman A.Cyclic Behavior of ExtendedEnd-Plate Joints[J].Journal of Structural Engineering,1992,118(5):1333-1353.
[6]Tsai K,Popov E P.Cyclic Behavior of End-Plate MomentConnections[J].Journal of Structural Engineering,1990,116(11):2917-2930.
[7]石永久,施刚,王元清,等.钢结构端板连接抗震设计方法[J].世界地震工程,2007,23(3):86-91.
[8]JGJ 82—2011钢结构高强度螺栓连接技术规程[S].
[9]Shi Gang,Fan Hao,Bai Yu,et al,Improved Measure of Beam-to-Column Joint Rotation in Steel Frames[J].Journal ofConstructional Steel Research,2012,70(3):298-307.
[10]JGJ 101—96建筑抗震试验方法规程[S].
[11]GB/T 2975—1998钢及钢产品力学性能试验取样位置及试样制备[S].
[12]GB 6397—86金属拉伸试验试样[S].
[13]SAC Joint Venture.FEMA-350 Recommeded Seismic DesignCriteria for New Steel Moment-Frame Buildings[S].WashingtonD C:Federal Emergency Management Agency,2000.
[2]郭兵,顾强,柳锋,等.梁柱端板连接节点的滞回性能试验研究[J].建筑结构学报,2002,23(3):8-13.
[3]施刚,石永久,李少甫,等.多层钢框架半刚性端板连接的循环荷载试验研究[J].建筑结构学报,2005,26(2):74-80,93.
[4]Sumner E A,Murray T M.Behavior of Extended End-PlateMoment Connections Subject to Cyclic Loading[J].Journal ofStructural Engineering,2002,128(4):501-508.
[5]Ghobarah A,Korol R M,Osman A.Cyclic Behavior of ExtendedEnd-Plate Joints[J].Journal of Structural Engineering,1992,118(5):1333-1353.
[6]Tsai K,Popov E P.Cyclic Behavior of End-Plate MomentConnections[J].Journal of Structural Engineering,1990,116(11):2917-2930.
[7]石永久,施刚,王元清,等.钢结构端板连接抗震设计方法[J].世界地震工程,2007,23(3):86-91.
[8]JGJ 82—2011钢结构高强度螺栓连接技术规程[S].
[9]Shi Gang,Fan Hao,Bai Yu,et al,Improved Measure of Beam-to-Column Joint Rotation in Steel Frames[J].Journal ofConstructional Steel Research,2012,70(3):298-307.
[10]JGJ 101—96建筑抗震试验方法规程[S].
[11]GB/T 2975—1998钢及钢产品力学性能试验取样位置及试样制备[S].
[12]GB 6397—86金属拉伸试验试样[S].
[13]SAC Joint Venture.FEMA-350 Recommeded Seismic DesignCriteria for New Steel Moment-Frame Buildings[S].WashingtonD C:Federal Emergency Management Agency,2000.
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