节点域对钢框架梁柱连接受力性能的影响
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摘要
在对30层钢框架进行预设计的基础上,选定梁柱栓焊连接试件进行有限元分析。经过对该连接试件及其节点域的滞回性能和应力分布进行有限元分析后得出,节点域具有非常稳定的非线性变形能力和耗能能力,对连接的塑性转动能力贡献较大。建议设计中允许节点域发生非线性变形,以降低对连接的塑性转动能力要求。节点域的剪应力在节点域中心最高,向四角逐渐降低,节点域剪切屈服后,几乎所有的柱轴力都转移到柱翼缘上。建议设计时选用翼缘宽大的柱截面,以保证柱翼缘能够承受因节点域剪切屈服而由柱腹板转移的压力。
Based on the calculation results of a 30-layer steel frame structure,a beam-column connection is chosen to be anayzed by FEM.The hysteresis performance and stress distribution of connection and panel zone calculated by FEM show that,panel zone has very steady nonlinear deformation capacity which improves the capacity of plastic rotation of connection significantly.The inelastic deformation in panel zone can be allowed in order to reduce the request for plastic rotation of the connection.The shear stress in panel zone is the highest in center and reduces towards corners.Almost all axis force in the column transfers to its flanges after shear yielding of panel zone.It is suggested that wide flange section should be selected in design to ensure flanges can endure the pressure transferred from column web.
Based on the calculation results of a 30-layer steel frame structure,a beam-column connection is chosen to be anayzed by FEM.The hysteresis performance and stress distribution of connection and panel zone calculated by FEM show that,panel zone has very steady nonlinear deformation capacity which improves the capacity of plastic rotation of connection significantly.The inelastic deformation in panel zone can be allowed in order to reduce the request for plastic rotation of the connection.The shear stress in panel zone is the highest in center and reduces towards corners.Almost all axis force in the column transfers to its flanges after shear yielding of panel zone.It is suggested that wide flange section should be selected in design to ensure flanges can endure the pressure transferred from column web.
引文
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[3]宋振森.刚性钢框架梁柱节点在地震作用下的累积损伤破坏机理及抗震设计对策[D].西安:西安建筑科技大学,2001.
[4]罗邦富等编著.钢结构设计手册(GBJ17—88)[M].北京:中国建筑工业出版社,1989.
[5]EL-TAWIL S,et al.Strength and ductility of FR weld-bolted con-nections.Rep.No.SAC/BD-98/01,SAC Joint Venture,Sacra-mento,Cal.,1998.
[6]HANCOCK J W,MACKENZIE A C.On the mechanisms of duc-tile failure in high-strength steel subjected to multi-axial stress-states[J].Mech.Phys.Solids,1976,(24).
[7]LE-WU LU,et al.Critical issues in achieving ductile behaviour ofwelded moment connections[J].Journal of constructional steel re-search,2000,(55):325-341.
[8]王万祯,顾强.钢框架梁柱栓焊节点的有限元分析[J].建筑结构,2002,32(9).
[9]王万祯.钢框架梁柱栓焊刚性连接的滞回性能,破坏机理及抗震设计对策[D].西安:西安建筑科技大学,2003.
[10]Study of Design of Steel Building in Earthquake Zones.Doc.ECCS-TWG 1.3,N°47,1986,3:1-71.
[11]DAN DUBINA,et al.Cyclic test of double-sided beam-to-columnjoints[J].Structural Engineering,ASCE,2001,127(2):129-136.
[12]杨尉彪等.高层建筑钢结构梁柱节点试验研究[J].建筑结构,2001,32(8).
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