屈曲约束支撑铰接钢框架结构体系抗震性能
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摘要
基于利于结构安装和抗震修复以及屈曲约束支撑的特点,采用梁柱铰接钢框架承受竖向荷载、屈曲约束支撑抵抗水平荷载的结构体系,并推导了这种结构体系的楼层弹性和弹塑性抗侧刚度.采用双线性模型模拟屈曲约束支撑的滞回性能,采用时程分析方法分析了屈曲约束支撑铰接钢框架结构体系的抗震性能、弹性及弹塑性地震反应特征.结果表明:多遇地震下,结构楼层位移反应基本呈线性关系,层间位移角分布比较均匀;罕遇地震下会出现薄弱层现象,但各层支撑都会屈服耗能.除底层以外,楼层剪力主要由支撑承担,而底层框架柱承担的楼层剪力比例会增大;框架梁和柱在各级地震下都处于弹性状态;屈曲约束支撑铰接钢框架结构体系具有较好的抗震性能.
Based on the easy construction and seismic rehabilitation of building,reduction of seismic disaster,the hinge-connected steel frame with buckling restrained braces was proposed.The proposed structure system was composed of a hinge-connected main frame,which was designed to remain elastic under earthquake action,and buckling restrained braces resisting all lateral loads.Generalized the seismic behavior experiments of buckling restrained braces,the test results showed that the bilinear hysteresis model can be used.The story elastic lateral stiffness and elaso-plastic lateral stiffness of this structure system was derived.By time-history analysis method,the seismic behavior of hinge-connected steel frame with buckling restrained braces was analyzed.The results showed that the maximum story drift curves of the proposed structure system were close to linear lines and the maximum inter-story drifts are relatively uniform under frequent seismic action.There exits weak story in this structure under severe seismic action,but the braces in every story can dissipate earthquake energy.Most floor seismic shear was carried by braces from second to sixth story.In the first story,the floor seismic shear carried by column was increased compared with that in other story.The beam and column remain elastic under seismic load.The proposed structure can satisfy seismic requirements and coincide with the preliminary design objectives by reasonable structural design.
Based on the easy construction and seismic rehabilitation of building,reduction of seismic disaster,the hinge-connected steel frame with buckling restrained braces was proposed.The proposed structure system was composed of a hinge-connected main frame,which was designed to remain elastic under earthquake action,and buckling restrained braces resisting all lateral loads.Generalized the seismic behavior experiments of buckling restrained braces,the test results showed that the bilinear hysteresis model can be used.The story elastic lateral stiffness and elaso-plastic lateral stiffness of this structure system was derived.By time-history analysis method,the seismic behavior of hinge-connected steel frame with buckling restrained braces was analyzed.The results showed that the maximum story drift curves of the proposed structure system were close to linear lines and the maximum inter-story drifts are relatively uniform under frequent seismic action.There exits weak story in this structure under severe seismic action,but the braces in every story can dissipate earthquake energy.Most floor seismic shear was carried by braces from second to sixth story.In the first story,the floor seismic shear carried by column was increased compared with that in other story.The beam and column remain elastic under seismic load.The proposed structure can satisfy seismic requirements and coincide with the preliminary design objectives by reasonable structural design.
引文
[1]Kim J,Seo Y.Seismic design of low-rise steel frameswith buckling-restrained braces[J].EngineeringStructures,2004,16(5):543-551.
[2]Uang C,Masayoshi N,陆烨.屈曲约束支撑体系的应用与研究进展(I)[J].建筑钢结构进展,2005,7(1):1-12.
[3]李国强,刘玉姝,赵欣.钢结构框架体系高等分析与可靠度设计[M].北京:中国建筑工业出版社,2006.
[4]Kim S E,Lee D H,Cuong N H.Shaking table testsof a two-story unbraced steel frame[J].Journal ofConstructional Steel Research,2007,63:412-421.
[5]Yamaguchi M,Matsumoto Y Y.Full-scale shakingtable test of damage tolerant structure with a bucklingrestrained brace[J].Journal of Structural and Con-struction Engineering,2002,558:189-196.
[6]陈煜.一字形截面防屈曲支撑的抗震性能研究[D].长沙:湖南大学土木工程学院,2006.
[7]Fujimoto M,Wada A,Saeki E,et al.A study on theunbonded brace encased in buckling-restraining con-crete and steel tube[J].Journal of Structural Engi-neering,1988,034B:249-258.
[8]Clark P,Aiken I,Kasai K,et al.Design proceduresfor buildings incorporating hysteretic damping devices[C]∥Structural Engineers Association of California,Proceedings 69th Annual Convention.Sacramento:SEAOC,1999:1-17.
[9]Mamoru I,Masatoshi M.Buckling-restrained braceusing steel nortar planks;performance evaluation as ahysteretic damper[J].Earthquake Engineering&Structural Dynamics,2006,35(14):1 807-1 826.
[10]Chen C C,Wang C H,Hwang T C.Bucklingstrength of buckling inhibited braces[C]∥Proceed-ings of 3rd Japan-Korea-Taiwan Joint Seminar onEarthquake Engineering for Building Structures.[s.n.],2001:265-271.
[11]Sabellia R,Mahbins S,Changc C.Seismic demandson steel braced frame buildings with buckling-restrained braces[J].Engineering Structures,2003,25(5):655-666.
[12]蔡克铨,黄彦智,翁崇兴.双管式挫屈束制(屈曲约束)支撑之耐震行为与应用[J].建筑钢结构进展,2005,7(3):1-8.
[13]李妍,吴斌,王倩颖,等.防屈曲钢支撑阻尼器的试验研究[J].土木工程学报,2006,39(7):9-14.
[2]Uang C,Masayoshi N,陆烨.屈曲约束支撑体系的应用与研究进展(I)[J].建筑钢结构进展,2005,7(1):1-12.
[3]李国强,刘玉姝,赵欣.钢结构框架体系高等分析与可靠度设计[M].北京:中国建筑工业出版社,2006.
[4]Kim S E,Lee D H,Cuong N H.Shaking table testsof a two-story unbraced steel frame[J].Journal ofConstructional Steel Research,2007,63:412-421.
[5]Yamaguchi M,Matsumoto Y Y.Full-scale shakingtable test of damage tolerant structure with a bucklingrestrained brace[J].Journal of Structural and Con-struction Engineering,2002,558:189-196.
[6]陈煜.一字形截面防屈曲支撑的抗震性能研究[D].长沙:湖南大学土木工程学院,2006.
[7]Fujimoto M,Wada A,Saeki E,et al.A study on theunbonded brace encased in buckling-restraining con-crete and steel tube[J].Journal of Structural Engi-neering,1988,034B:249-258.
[8]Clark P,Aiken I,Kasai K,et al.Design proceduresfor buildings incorporating hysteretic damping devices[C]∥Structural Engineers Association of California,Proceedings 69th Annual Convention.Sacramento:SEAOC,1999:1-17.
[9]Mamoru I,Masatoshi M.Buckling-restrained braceusing steel nortar planks;performance evaluation as ahysteretic damper[J].Earthquake Engineering&Structural Dynamics,2006,35(14):1 807-1 826.
[10]Chen C C,Wang C H,Hwang T C.Bucklingstrength of buckling inhibited braces[C]∥Proceed-ings of 3rd Japan-Korea-Taiwan Joint Seminar onEarthquake Engineering for Building Structures.[s.n.],2001:265-271.
[11]Sabellia R,Mahbins S,Changc C.Seismic demandson steel braced frame buildings with buckling-restrained braces[J].Engineering Structures,2003,25(5):655-666.
[12]蔡克铨,黄彦智,翁崇兴.双管式挫屈束制(屈曲约束)支撑之耐震行为与应用[J].建筑钢结构进展,2005,7(3):1-8.
[13]李妍,吴斌,王倩颖,等.防屈曲钢支撑阻尼器的试验研究[J].土木工程学报,2006,39(7):9-14.
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