新型自复位钢桁架梁的设计及参数分析
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摘要
针对设置于不同部位、不同类型耗能元件的新型自复位钢桁架梁,理论推导了设置蝶形软钢阻尼器时,梁端对应于恢复力曲线特征点处的刚度和临界弯矩计算公式。在对比分析蝶形软钢阻尼器和防屈曲消能杆的自复位钢桁架梁抗弯刚度和耗能能力的基础上,确定了设置防屈曲消能杆的自复位钢桁架为较优结构方案。以预应力筋面积和初始应力、SC参数作为评价自复位钢桁架梁自复位性能和耗能能力的重要参数,通过数值分析研究了这些参数对自复位钢桁架梁抗震性能的影响规律,确定了最优参数取值范围,给出了设计方法,为该类构件的设计提供参考建议。
For the different position installation and different type of energy dissipation element for selfcentering steel truss beam(SCSTB),the theoretical calculating formula of moment capacity and stiffness at end of beam are deducted corresponding to major points of their hysteretic curve when butterfly fuse is installed.Bending stiffness and energy dissipation capacity of SCSTB with butterfly fuse and bucking restrained energy dissipation bar are comparatively analyzed,and the plan of bucking restrained energy dissipation bar is optimal one.Area of prestressed bar,initial stress of prestressed bar,SC parameter are important parameters for evaluation of self-centering function and energy dissipation capacity;seismic behavior of SCSTB is researched by numerical analysis,on the basis of which,the range of optimum parameters is determined,and it can be used as a reference for the design of this component.
For the different position installation and different type of energy dissipation element for selfcentering steel truss beam(SCSTB),the theoretical calculating formula of moment capacity and stiffness at end of beam are deducted corresponding to major points of their hysteretic curve when butterfly fuse is installed.Bending stiffness and energy dissipation capacity of SCSTB with butterfly fuse and bucking restrained energy dissipation bar are comparatively analyzed,and the plan of bucking restrained energy dissipation bar is optimal one.Area of prestressed bar,initial stress of prestressed bar,SC parameter are important parameters for evaluation of self-centering function and energy dissipation capacity;seismic behavior of SCSTB is researched by numerical analysis,on the basis of which,the range of optimum parameters is determined,and it can be used as a reference for the design of this component.
引文
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[14]Zhang A L,Zhang Y X,Li R,et al.Cyclic behavior of a prefabricated self-centering beam-column connection with a bolted web friction device[J].Engineering Structures,2016,111:185-198.
[15]黄诚.一种自复位钢桁架梁构件非线性模拟分析[D].重庆:重庆大学,2015.HUANG Cheng.Nonlinear simulation and analysis of self-centering steel truss beam[D].Chongqing:Chongqing University,2015.(in Chinese)
[16]GB50011-2010,建筑抗震设计规范(2016年版)[S].北京:中国建筑工业出版社,2016.GB50011-2010Code for seismic design of buildings(2016)[S].Beijing:China Architecture&Building Press,2016.(in Chinese)
[2]Ricles J M,Sause R,Peng S W,et al.Experimental evaluation of earthquake resistant posttensioned steel connections[J].Journal of Structural Engineering,2002,128(7):850-859.
[3]Garlock M M,Ricles J M,Sause R.Experimental studies of full-scale posttensioned steel connections[J].Journal of Structural Engineering,2005,131(3):438-448.
[4]Garlock M M,Sause R,Ricles J M.Behavior and design of posttensioned steel frame systems[J].Journal of Structural Engineering,2007,133(3):389-399.
[5]Garlock M E M,Li J.Steel self-centering moment frames with collector beam floor diaphragms[J].Journal of Constructional Steel Research,2008,64(5):526-538.
[6]Ricles J M,Sause R,Lin Y C,et al.Self-centering moment connections for damage-free seismic response of steel MRFs[C].Structures Congress,2010.
[7]Lin Y C,Ricles J M,Sause R,et al.Earthquake simulations on a self-centering steel moment resisting frame with web friction devices[C].14th world conference on earthquake engineering,2008.
[8]Tzimas A S,Dimopoulos A I,Karavasilis T L.EC8-Based seismic design and assessment of self-centering post-tensioned steel frames with viscous dampers[J].Journal of Constructional Steel Research,2015,105:60-73.
[9]潘振华,潘鹏,叶列平,等.自复位钢框架节点有限元模拟及参数分析[J].建筑结构学报,2011,32(3):35-42.PAN Zhenhua,PAN Peng,YE Lieping,et al.Modeling and parametric study of beam-to-column connection for selfcentering steel moment frames[J].Journal of Building Structures,2011,32(3):35-42.(in Chinese)
[10]郭彤,宋良龙.腹板摩擦式自定心预应力混凝土框架基于性能的抗震设计方法[J].建筑结构学报,2014,35(2):22-28.GUO Tong,SONG Lianglong.Performance-based seismic design method of self-centering prestressed concrete frames with web friction devices[J].Journal of Building Structures,2014,35(2):22-28.(in Chinese)
[11]Song L L,Guo T,Gu Y,et al.Experimental study of a self-centering prestressed concrete frame subassembly[J].Engineering Structures,2015,88:176-188.
[12]蔡小宁,孟少平.预应力自复位混凝土框架节点抗震性能数值模拟[J].工程力学,2016,33(3):143-151.CAI Xiaoning,MENG Shaoping.Numerical analysis for seismic behavior of self-centering post-tensioned precast beamto-column connections[J].Engineering Mechanics,2016,33(3):143-151.(in Chinese)
[13]张艳霞,叶吉健,杨凡,等.自复位钢框架结构抗震性能动力时程分析[J].土木工程学报,2015,48(7):30-40.ZHANG Yanxia,YE Jijian,YANG Fan,et al.Seismic behavior time-history analysis of integral steel self-centering moment resisting frame[J].China Civil Engineering Journal,2015,48(7):30-40.(in Chinese)
[14]Zhang A L,Zhang Y X,Li R,et al.Cyclic behavior of a prefabricated self-centering beam-column connection with a bolted web friction device[J].Engineering Structures,2016,111:185-198.
[15]黄诚.一种自复位钢桁架梁构件非线性模拟分析[D].重庆:重庆大学,2015.HUANG Cheng.Nonlinear simulation and analysis of self-centering steel truss beam[D].Chongqing:Chongqing University,2015.(in Chinese)
[16]GB50011-2010,建筑抗震设计规范(2016年版)[S].北京:中国建筑工业出版社,2016.GB50011-2010Code for seismic design of buildings(2016)[S].Beijing:China Architecture&Building Press,2016.(in Chinese)