钢框架梁端翼缘板加强型节点的数值研究
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摘要
针对翼缘板参数对钢框架梁柱节点抗震机理的影响,对8个1/2尺寸的T型有限元翼缘板加强型节点模型进行低周反复荷载作用下的滞回性能研究,采用有限元软件ANSYS进行模拟分析,得到满足节点抗震要求的翼缘板参数取值数据。研究结果表明,翼缘板加强型节点的塑性铰在距离翼缘板端部1/3梁高位置处形成,翼缘局部屈曲明显,腹板凸凹严重,节点域屈服,塑性铰外移现象明显。同时,翼缘板参数对节点的承载力和延性有明显影响,当翼缘板的长度增加时,节点的承载力有所提高,但其滞回性能和延性降低;当翼缘板的厚度增加时,节点承载力变化不大;翼缘板长度较大(大于1倍梁高)时,柱翼缘发生局部屈曲,违背了"强柱弱梁"的设计思想。建议翼缘板参数取值范围:翼缘板长度为梁高的0.5～1.0,厚度为梁翼缘厚度的1.2倍～1.4倍。
The hysteretic behavior of 8 half-scaled T-shape numerical models were studied under low cyclic loading, aimed at the effects of flange-plate parameters to seismic behavior of connections.The values of flange-plate parameters satisfied seismic requirement of the connections were obtained by ANSYS. The results showed that the plastic hinge obviously formed at 1/3 beam depth from end of flange-plate, local buckling was obvious in the flange and the web was uneven serious, node domain was yield and plastic hinge offshoring was obviously.The flange-plate parameters had essential effect on the bearing capacity and ductility of connections, with the increase of the length of the reinforced-plate,bearing capacity increased,while hysteretic behavior and ductility factor decreased; with the increase of the thickness of the reinforced-plate the bearing capacity was little changed. If the length of flange-plate was too long(longer than one time beam-depth), local buckling was appeared in the column flange before plastic hinge formed,which blocked plastic deformation.The recommended scope of flange-plate parameters are:0.5~1 times beam depth for flange-plate length,1.2~1.4 times thickness of flange for flange-plate connections.
The hysteretic behavior of 8 half-scaled T-shape numerical models were studied under low cyclic loading, aimed at the effects of flange-plate parameters to seismic behavior of connections.The values of flange-plate parameters satisfied seismic requirement of the connections were obtained by ANSYS. The results showed that the plastic hinge obviously formed at 1/3 beam depth from end of flange-plate, local buckling was obvious in the flange and the web was uneven serious, node domain was yield and plastic hinge offshoring was obviously.The flange-plate parameters had essential effect on the bearing capacity and ductility of connections, with the increase of the length of the reinforced-plate,bearing capacity increased,while hysteretic behavior and ductility factor decreased; with the increase of the thickness of the reinforced-plate the bearing capacity was little changed. If the length of flange-plate was too long(longer than one time beam-depth), local buckling was appeared in the column flange before plastic hinge formed,which blocked plastic deformation.The recommended scope of flange-plate parameters are:0.5~1 times beam depth for flange-plate length,1.2~1.4 times thickness of flange for flange-plate connections.
引文
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[11]ANSI/AISC341-05.Recommened Provisions for Structural Steel Buildings[S].
[2]Kim T,Whittaker A S,Gilani A S J,et al.Experimental E-valuation of Plate-Reinforced Steel Moment-Resisting Connec-tions[J].Journal of Structural Engineering,2002,128(4):483.
[3]Kim T,Whittaker A S,Gilani A S J,et al.Cover-Plate and Flange-Plate Steel Moment-Resisting Connections[J].Journal of Structural Engineering,2002,128(4):474-482.
[4]FEMA350.Recommened Seismic Design Criteria for New Steel Structural Buildings[S].
[5]Schneider Stephen P,Teeraparbwong I.Inelastic Behavior of Bolted Flange Plate Connections[J].Journal of Structural En-gineering,2002,128(4):492-500.
[6]Willibald S P,Teeraparbwong I.Experimental Study of Bolted HSS Flange-Plate Connections in Axial Tension[J].Journal of Structural Engineering,2002,128(3):328-336.
[7]陈杰,苏明周,申林,等.钢结构焊接翼缘板加强式梁柱刚性连接滞回性能试验研究[J].建筑结构学报,2007,28(3):1-7.
[8]王燕,冯双,王玉田.钢框架刚性连接加强型节点滞回性能试验研究[J].土木工程学报,2011,44(5):57-68.
[9]GB50017-2003钢结构设计规范[S].
[10]安世亚太.ANSYS结构分析指南[M].2007.
[11]ANSI/AISC341-05.Recommened Provisions for Structural Steel Buildings[S].
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