钢框架加腋节点抗震性能分析
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摘要
钢框架刚性节点在加腋后可以有效地改善其抗震性能。通过建立钢框架加腋节点的有限元模型,分析了地震荷载作用下的应力分布规律,提出了新的钢框架加腋节点简化计算模型,并与有限元分析结果和以往模型进行了对比,在此基础上用解析方法阐释了钢框架加腋节点的作用机理,结果表明:所提简化模型简单有效,且具有较高的精度,梁的跨高比对加腋节点性能具有重要影响,加腋并非对所有钢框架刚性节点都有效,文中给出了加腋节点的适用范围,只有适用范围内的钢节点才能通过加腋使塑性铰从节点外移,避开梁柱连接面的焊缝,从而提高其抗震性能。适用范围外的节点即使加腋仍可能发生节点焊缝的脆性破坏,但是破坏的位置从梁柱连接面的梁下翼缘焊缝转移到梁上翼缘焊缝处,此处是加腋后的薄弱部位。
The seismic performance of the steel moment connection with welded haunch(SMCWH) can be much improved compared with the connection without welded haunch.Firstly,a finite element model of SMCWH is established and the stress distribution is analysed for the SMCWH subjected to ground motions.A new simplified model is developed to calculate the SMCWH.The result of new model is compared with the finite element analysis results and past model results.The load carrying mechanism of SMCWH is discussed based on the new simplified model.It can be concluded that the simplified model is simply and reliable to use in practice.The span-depth ratio has an important effect on the seismic perfomance of SMCWH.the welded haunch is not applicable for all moment connections.In this paper,the applicable range is provided.The welded haunch can improve the seismic performance of steel connections by moving plastic hinge away from the groove weld between the beam flanges and the column flange only for SMCWH within the range.For SMCWH out of the range,the welded haunch can not prevent brittle fracture in or around the groove weld between the beam flanges and the column flanges,though the position of brittle fracture changed to the groove weld of beam top flange.
The seismic performance of the steel moment connection with welded haunch(SMCWH) can be much improved compared with the connection without welded haunch.Firstly,a finite element model of SMCWH is established and the stress distribution is analysed for the SMCWH subjected to ground motions.A new simplified model is developed to calculate the SMCWH.The result of new model is compared with the finite element analysis results and past model results.The load carrying mechanism of SMCWH is discussed based on the new simplified model.It can be concluded that the simplified model is simply and reliable to use in practice.The span-depth ratio has an important effect on the seismic perfomance of SMCWH.the welded haunch is not applicable for all moment connections.In this paper,the applicable range is provided.The welded haunch can improve the seismic performance of steel connections by moving plastic hinge away from the groove weld between the beam flanges and the column flange only for SMCWH within the range.For SMCWH out of the range,the welded haunch can not prevent brittle fracture in or around the groove weld between the beam flanges and the column flanges,though the position of brittle fracture changed to the groove weld of beam top flange.
引文
[1]FEMA-267Interimguidelines:Evaluation,repair,modification and design of steel moment frames[S].1995.
[2]Yang T S,Popov E P.Behavior of pre-Northridge moment resisting steel connections[R].Report No.UCB/EERC-95/08.Berkeley,California:University of California at Berkeley,1995.
[3]FEMA-267b Interim guidelines advisory No.2[S].1999.
[4]Leon R T,Hajjar J F,Shield C K.The effect of composite floor slabs on the behavior of steel moment-resisting frames in the Northridge earthquake[C]//Proceedings of an Engineering Foundation Conference,Composite construction in steel and concrete III.Reston,Virginia:ASCE,1996:738-751.
[5]Roeder C W.An evaluation of cracking observed in steel moment frames[C]//Proceedings of Structures Congress,Building to Last.Reston,Virginia:ASCE,1997:767-771.
[6]Miller D K.Lessons learned from the Northrige earthquake[J].Engineering Structures,1998,20(4-6):249-260.
[7]Mao C,Ricles J,Lu L-W,et al.Effect of local details on ductility of welded moment connections[J].Journal of Structural Engineering,ASCE,2001,127(9):1036-1044.
[8]李国强,孙飞飞,沈祖炎.强震下钢框架梁柱焊接连接的断裂行为[J].建筑结构学报,1998,19(4):19-28.(LI Guoqiang,SUN Feifei,SHEN Zuyan.Fracture behavior of welded beam to column connections of steel moment frames under severe earthquakes[J].Journal of Building Structures,1998,19(4):19-28.(in Chinese))
[9]宋振森,顾强,郭兵.刚性钢框架梁柱连接试验研究[J].建筑结构学报,2001,22(1):53-57.(SONG Zhensen,GU Qiang,GUO Bing.Cyclic-loading performance of steel beam-to-column moment connections[J].Journal of Building Structures,2001,22(1):53-57.(in Chinese))
[10]NIST,AISC.Modification of existing welded steel moment frame connections for seismic resistance[S].
[11]Uang Chia-Ming,Yu Qi-Song“Kent”,Noel Shane,Gross John.Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch[J].Journal of Structural Engineering,2000,126(1):57-68.
[12]Yu Qi-Song“Kent”,Uang Chia-Ming,Gross John.Seismic rehabilitation design of steel moment connection with welded haunch[J].Journal of Structural Engineering,2000,126(1):69-78.
[13]黎永,龚坚,杨有根.钢框架加腋刚性节点的抗震设计[J].建筑技术开发.2002,29(4):11-20.
[14]朱伯龙.结构抗震试验[M].北京:地震出版社,1989:20-25.
[15]黄第云,王立君,张俊宝.钢结构加腋型梁柱焊接节点抗震性能的探讨[J].建筑结构,2004,34(6):49-50.
[2]Yang T S,Popov E P.Behavior of pre-Northridge moment resisting steel connections[R].Report No.UCB/EERC-95/08.Berkeley,California:University of California at Berkeley,1995.
[3]FEMA-267b Interim guidelines advisory No.2[S].1999.
[4]Leon R T,Hajjar J F,Shield C K.The effect of composite floor slabs on the behavior of steel moment-resisting frames in the Northridge earthquake[C]//Proceedings of an Engineering Foundation Conference,Composite construction in steel and concrete III.Reston,Virginia:ASCE,1996:738-751.
[5]Roeder C W.An evaluation of cracking observed in steel moment frames[C]//Proceedings of Structures Congress,Building to Last.Reston,Virginia:ASCE,1997:767-771.
[6]Miller D K.Lessons learned from the Northrige earthquake[J].Engineering Structures,1998,20(4-6):249-260.
[7]Mao C,Ricles J,Lu L-W,et al.Effect of local details on ductility of welded moment connections[J].Journal of Structural Engineering,ASCE,2001,127(9):1036-1044.
[8]李国强,孙飞飞,沈祖炎.强震下钢框架梁柱焊接连接的断裂行为[J].建筑结构学报,1998,19(4):19-28.(LI Guoqiang,SUN Feifei,SHEN Zuyan.Fracture behavior of welded beam to column connections of steel moment frames under severe earthquakes[J].Journal of Building Structures,1998,19(4):19-28.(in Chinese))
[9]宋振森,顾强,郭兵.刚性钢框架梁柱连接试验研究[J].建筑结构学报,2001,22(1):53-57.(SONG Zhensen,GU Qiang,GUO Bing.Cyclic-loading performance of steel beam-to-column moment connections[J].Journal of Building Structures,2001,22(1):53-57.(in Chinese))
[10]NIST,AISC.Modification of existing welded steel moment frame connections for seismic resistance[S].
[11]Uang Chia-Ming,Yu Qi-Song“Kent”,Noel Shane,Gross John.Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch[J].Journal of Structural Engineering,2000,126(1):57-68.
[12]Yu Qi-Song“Kent”,Uang Chia-Ming,Gross John.Seismic rehabilitation design of steel moment connection with welded haunch[J].Journal of Structural Engineering,2000,126(1):69-78.
[13]黎永,龚坚,杨有根.钢框架加腋刚性节点的抗震设计[J].建筑技术开发.2002,29(4):11-20.
[14]朱伯龙.结构抗震试验[M].北京:地震出版社,1989:20-25.
[15]黄第云,王立君,张俊宝.钢结构加腋型梁柱焊接节点抗震性能的探讨[J].建筑结构,2004,34(6):49-50.
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