钢框架改进型梁柱节点滞回性能有限元分析
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摘要
目的研究梁端局部削弱对节点延性的改善.方法结合改进型梁柱节点试验,采用高效准确的有限元模型对节点受力性能进行模拟,并对单元选取,螺栓受力行为、材料本构等方面进行详细研究.结果节点弹性刚度、承载力以及滞回性能有限元分析结果与试验吻合良好;标准型节点、狗骨头型节点、焊接孔扩大I型节点、焊接孔扩大II型节点4种类型节点有限元计算延性以及耗能能力均较好.工程中为保证节点延性,应保证焊接质量,减少焊接缺陷.结论不同的节点构造型式对节点的受力性能影响较大,其中焊接孔扩大II型节点改变了节点的破坏模式,改善了节点的延性,并且节点的承载力也没有明显的降低.
In order to study the effect of beam end reduced-section on the connection ductility,the improved connection details are proposed and full-size specimens are tested under cyclic loading but failed.Then the efficient and accurate FEM is proposed for numerical simulation and how to choose elements types,bolts force spring behavior and the material stress-strain relationship are made a detailed description.Through comparative finite element analysis and tests,the results show that:the FEM match well with tests in elastic stiffness,bearing capacity and hysteretic behavior;the ductility and energy dissipation of connections are good including the following four types of standard,bone,welding holes enlarged I and welding holes enlarged II.In order to make sure the ductility in projects,welding quality must be ensured and welding defects must be decreased as less as possible.Different details have greater effect on the connections and the connections failure mode is changed,the ductility is improved and bearing capacity does not decrease sharply due to type of welding holes enlarged II.
In order to study the effect of beam end reduced-section on the connection ductility,the improved connection details are proposed and full-size specimens are tested under cyclic loading but failed.Then the efficient and accurate FEM is proposed for numerical simulation and how to choose elements types,bolts force spring behavior and the material stress-strain relationship are made a detailed description.Through comparative finite element analysis and tests,the results show that:the FEM match well with tests in elastic stiffness,bearing capacity and hysteretic behavior;the ductility and energy dissipation of connections are good including the following four types of standard,bone,welding holes enlarged I and welding holes enlarged II.In order to make sure the ductility in projects,welding quality must be ensured and welding defects must be decreased as less as possible.Different details have greater effect on the connections and the connections failure mode is changed,the ductility is improved and bearing capacity does not decrease sharply due to type of welding holes enlarged II.
引文
[1]中华人民共和国建设部.GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.(Ministry of Housing and Urban-Rural Develop-ment of the People's Republic of China.GB50011-2001Code for Seismic Design of Buildings[S].Bei-jing:China Architecture&Building Press,2001.)
[2]William E,Manuel M.Professional structural engi-neering experience related to welded steel moment frames following the northridge earthquake[J].The Structural Design of Tall Buildings,1996,5(1):29-44.
[3]Duane K.Lessons learned from the northridge earth-quake[J].Engineering Structures,1998,20(4/5/6):249-260.
[4]Egor P,Yang T,Chang S.Design of steel MRF con-nections before and after1994northridge earthquake[J].Engineering Structures,1998,20(12):1030-1038.
[5]陈宏.高层钢结构节点地震脆断机理及抗震性能研究[D].北京:中国矿业大学力学与建筑工程学院,2001.(Chen Hong.Seismic brittle fracture mechanism and seismic behavior of steel beam-column connections in tall buildings[D].Beijing:School of Mechanics and Civil Engineering China University of Mining&Technology,2001.)
[6]陈以一,沈祖炎,韩林,等.涂醇酸铁红或聚氨酯富锌漆连接面抗滑移系数测定[J].建筑结构,2004,34(5):3-6.(Chen Yiyi,Shen Zuyan,Han Lin,et al.Measure-ment of slipping-resistant coefficients of two coat-ing surfaces in high strength bolts connections[J].Building Structure,2004,34(5):3-6.)
[7]沈祖炎,沈苏.高层钢结构考虑损伤累积及裂纹效应的抗震分析[J].同济大学学报,2002,30(4):393-398.(Shen Zuyan,Shen Su.Seismic analysis of tall steel structures with damage cumulation and fracture effects[J].Journal of Tongji University,2002,30(4):393-398.)
[8]刘永明,陈以一,陈扬骥.考虑钢框架节点局部断裂的滞回模型[J].同济大学学报,2003,31(5):525-529.(Liu Yongming,Chen Yiyi,Chen Yangji.Hysterical model of steel frame connection considering partial fracture[J].Journal of Tongji University,2003,31(5):525-529.)
[9]Mettupalayam V,Reinhorn M.Hysteretic models for deteriorating inelastic structures[J].Journal of Engi-neering Mechanics,2000,126(6):633-640.
[10]王萌,石永久,施刚,等.高层钢框架构件与节点滞回模型及损伤退化分析[J].工业建筑,2009(S):973-981.(Wang Meng,Shi Yongjiu,Shi Gang,et al.Analysis on degraded and damage hysteretic model of high-rise steel frame structures and connections[J].Indus-trial Construction,2009(S):973-981.
[11]Nishimura A,Nagasaka T,Inoue N,et al.Low cycle fatigue properties of a low activation ferritic steel(JLF-1)at room temperature[J].Journal of Nucle-ar Materials,2000,283(1):677-680.
[2]William E,Manuel M.Professional structural engi-neering experience related to welded steel moment frames following the northridge earthquake[J].The Structural Design of Tall Buildings,1996,5(1):29-44.
[3]Duane K.Lessons learned from the northridge earth-quake[J].Engineering Structures,1998,20(4/5/6):249-260.
[4]Egor P,Yang T,Chang S.Design of steel MRF con-nections before and after1994northridge earthquake[J].Engineering Structures,1998,20(12):1030-1038.
[5]陈宏.高层钢结构节点地震脆断机理及抗震性能研究[D].北京:中国矿业大学力学与建筑工程学院,2001.(Chen Hong.Seismic brittle fracture mechanism and seismic behavior of steel beam-column connections in tall buildings[D].Beijing:School of Mechanics and Civil Engineering China University of Mining&Technology,2001.)
[6]陈以一,沈祖炎,韩林,等.涂醇酸铁红或聚氨酯富锌漆连接面抗滑移系数测定[J].建筑结构,2004,34(5):3-6.(Chen Yiyi,Shen Zuyan,Han Lin,et al.Measure-ment of slipping-resistant coefficients of two coat-ing surfaces in high strength bolts connections[J].Building Structure,2004,34(5):3-6.)
[7]沈祖炎,沈苏.高层钢结构考虑损伤累积及裂纹效应的抗震分析[J].同济大学学报,2002,30(4):393-398.(Shen Zuyan,Shen Su.Seismic analysis of tall steel structures with damage cumulation and fracture effects[J].Journal of Tongji University,2002,30(4):393-398.)
[8]刘永明,陈以一,陈扬骥.考虑钢框架节点局部断裂的滞回模型[J].同济大学学报,2003,31(5):525-529.(Liu Yongming,Chen Yiyi,Chen Yangji.Hysterical model of steel frame connection considering partial fracture[J].Journal of Tongji University,2003,31(5):525-529.)
[9]Mettupalayam V,Reinhorn M.Hysteretic models for deteriorating inelastic structures[J].Journal of Engi-neering Mechanics,2000,126(6):633-640.
[10]王萌,石永久,施刚,等.高层钢框架构件与节点滞回模型及损伤退化分析[J].工业建筑,2009(S):973-981.(Wang Meng,Shi Yongjiu,Shi Gang,et al.Analysis on degraded and damage hysteretic model of high-rise steel frame structures and connections[J].Indus-trial Construction,2009(S):973-981.
[11]Nishimura A,Nagasaka T,Inoue N,et al.Low cycle fatigue properties of a low activation ferritic steel(JLF-1)at room temperature[J].Journal of Nucle-ar Materials,2000,283(1):677-680.
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