钢框架刚性节点脆性断裂性能研究
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摘要
以直接扩翼型、侧板加强型、翼缘板加强型、盖板加强型、狗骨削弱型和普通节点作为研究对象,对比分析6种钢结构典型刚性节点发生脆性断裂的可能性。研究采用ANSYS非线性有限元方法建模,以等效塑性应变指数(PI)和开裂指数(RI)作为断裂性能的判断指标,通过对比各类型节点的应力分布,分析3条指定路径和4个关键点的开裂指标,综合研究6种典型刚性节点的断裂性能,给出各类节点发生脆性断裂的关键位置,并得到翼缘板加强型节点防脆断能优于其他类型节点的结论。
Taking the widening flange section,side-plate reinforced section,flange-plate reinforced section,cover-plate reinforced section,reduced beamed section,and ordinary section as research objects,it was made a comparative analysis of the possibility of brittle fracture for six typical rigid joints in steel structure.Establishing the model by non-linear finite element method,with both the plastic equivalent strain index(PI) and rupture index(RI) serving as determinate indicators,it was compared the stress distribution for all kinds of joints and analyzed the rupture parameters between three appointed paths and four critical points.In addition,it was also conducted a comprehensive analysis of the difference in brittle facture characteristics among the six typical rigid joints,and told the key sites where the fractures were easy to occur,based on which,it was to concluded that the capability of avoiding brittle fracture of the flange-plate reinforced joints was superior to the others.
Taking the widening flange section,side-plate reinforced section,flange-plate reinforced section,cover-plate reinforced section,reduced beamed section,and ordinary section as research objects,it was made a comparative analysis of the possibility of brittle fracture for six typical rigid joints in steel structure.Establishing the model by non-linear finite element method,with both the plastic equivalent strain index(PI) and rupture index(RI) serving as determinate indicators,it was compared the stress distribution for all kinds of joints and analyzed the rupture parameters between three appointed paths and four critical points.In addition,it was also conducted a comprehensive analysis of the difference in brittle facture characteristics among the six typical rigid joints,and told the key sites where the fractures were easy to occur,based on which,it was to concluded that the capability of avoiding brittle fracture of the flange-plate reinforced joints was superior to the others.
引文
[1]毛辉.钢框架梁翼缘扩翼型节点力学性能研究[D].西安:西安建筑科技大学,2011.
[2]FEMA-350.Recommended Seismic Design Criteria for New SteelMoment-Frame Buildings[S].2000.
[3]日本建筑学会.钢结构结合部指针[S].2001.
[4]王薇.钢框架板式加强型焊接节点的断裂性能分析[D].青岛:青岛理工大学,2011.
[5]王鹏.钢框架梁翼缘板加强型和盖板加强型节点的试验研究[D].青岛:青岛理工大学,2009.
[6]EI-Tawil S,Mikesell T,Kunnath S K.Effect of Local Details andYield Ratio on Behavior of FR Steel Connections[J].Struct.Engrg.,ASCE,2000,126(11):79-87.
[7]Mao C,Ricles J,Lu L W,et al.Effect of Local Details onDuctility of Welded Moment Connections[J].Struct.Engrg.,ASCE,2001,127(9):1036-1044
[8]Hancock J W,MacKenzie A C.On the Mechanisms of DuctileFailure in High Strength Steel Subject to Multi-Axial Stress-States[J].Journal Mech.Phys.Solids,1976,24(213):147-169.
[9]舒兴平,黎永.局部构造对钢框架梁-柱刚性节点性能的影响[J].建筑结构,2002,32(9):11-14.
[10]孙玉萍,王云,王万祯,等.钢框架梁柱弱轴连接节点地震下的断裂行为[J].甘肃科学学报,2008,20(2):53-56.
[11]宋永杰,刘芸.侧板加强型节点的断裂行为分析[J].青岛理工大学学报,2011,32(增刊):34-37.
[12]高鹏.钢框架梁翼缘侧板加强式和扩翼式节点受力性能的试验研究[D].青岛:青岛理工大学,2009.
[2]FEMA-350.Recommended Seismic Design Criteria for New SteelMoment-Frame Buildings[S].2000.
[3]日本建筑学会.钢结构结合部指针[S].2001.
[4]王薇.钢框架板式加强型焊接节点的断裂性能分析[D].青岛:青岛理工大学,2011.
[5]王鹏.钢框架梁翼缘板加强型和盖板加强型节点的试验研究[D].青岛:青岛理工大学,2009.
[6]EI-Tawil S,Mikesell T,Kunnath S K.Effect of Local Details andYield Ratio on Behavior of FR Steel Connections[J].Struct.Engrg.,ASCE,2000,126(11):79-87.
[7]Mao C,Ricles J,Lu L W,et al.Effect of Local Details onDuctility of Welded Moment Connections[J].Struct.Engrg.,ASCE,2001,127(9):1036-1044
[8]Hancock J W,MacKenzie A C.On the Mechanisms of DuctileFailure in High Strength Steel Subject to Multi-Axial Stress-States[J].Journal Mech.Phys.Solids,1976,24(213):147-169.
[9]舒兴平,黎永.局部构造对钢框架梁-柱刚性节点性能的影响[J].建筑结构,2002,32(9):11-14.
[10]孙玉萍,王云,王万祯,等.钢框架梁柱弱轴连接节点地震下的断裂行为[J].甘肃科学学报,2008,20(2):53-56.
[11]宋永杰,刘芸.侧板加强型节点的断裂行为分析[J].青岛理工大学学报,2011,32(增刊):34-37.
[12]高鹏.钢框架梁翼缘侧板加强式和扩翼式节点受力性能的试验研究[D].青岛:青岛理工大学,2009.
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