框架-密肋复合墙结构剪力分担率计算方法研究
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摘要
密肋复合墙体具有独特的结构构造形式,其刚度可按不同抗震设防要求进行调整,并可满足复杂建筑形式的要求。该文以框架-剪力墙结构为依据,对框架-密肋复合墙结构协同工作机制及剪力分担率计算方法进行较为系统的研究。基于Timoshenko梁基本理论,将框架-密肋复合墙结构视为由剪切型悬臂框架、弯剪型悬臂梁组成的双重抗侧力体系,采用连续化方法建立框架-密肋复合墙结构的位移微分方程,推导出了计入复合墙剪切变形的水平位移解析表达式和内力计算公式。根据前期试验获得的墙体模型低周反复荷载试验数据,拟合得出密肋复合墙体指数式刚度退化模型,量化了墙体在各变形阶段的刚度退化系数。在此基础上提出不同变形阶段框架-密肋复合墙结构剪力分担率的实用计算方法,并通过算例验证了复合墙刚度退化对结构内力分配的影响程度。
The multi-grid composite wall has unique structural types,and its stiffness can be adjusted according to different anti-seismic requests and complex architectural styles.In the context of the frame-shear wall structure,the cooperative work mechanism and shear-sharing ratio calculation method of frame-composite wall structures are studied systematically in this paper.Based on the fundamental theory of Timoshenko beam,the frame-composite wall structure is treated as double anti-seismic system consisting of shear type frames and shear-flexural type beams.The fundamental differential equation is established by the continuous approach,and its analytical solution of displacement and internal force are derived.Based on typical multi-ribbed composite walls test data,the stiffness degradation model of composite wall is established,and stiffness degradation coefficient at different stages is quantified.Then the practical computational method of earthquake shear-sharing ratio on the frame-composite wall structure is put forward,and the dependence of internal force distribution on the composite wall rigidity degeneration is discussed through concrete examples.
The multi-grid composite wall has unique structural types,and its stiffness can be adjusted according to different anti-seismic requests and complex architectural styles.In the context of the frame-shear wall structure,the cooperative work mechanism and shear-sharing ratio calculation method of frame-composite wall structures are studied systematically in this paper.Based on the fundamental theory of Timoshenko beam,the frame-composite wall structure is treated as double anti-seismic system consisting of shear type frames and shear-flexural type beams.The fundamental differential equation is established by the continuous approach,and its analytical solution of displacement and internal force are derived.Based on typical multi-ribbed composite walls test data,the stiffness degradation model of composite wall is established,and stiffness degradation coefficient at different stages is quantified.Then the practical computational method of earthquake shear-sharing ratio on the frame-composite wall structure is put forward,and the dependence of internal force distribution on the composite wall rigidity degeneration is discussed through concrete examples.
引文
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[9]Timoshenko S,Gere J.材料力学[M].北京:科学出版社,1990.Timoshenko S,Gere J.Mechanics of Materials[M].Beijing:Science Press,1990.(in Chinese)
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[11]Wang C M,Kitipornchai S,Lim C W.Beam bending solutions based on nonlocal Timoshenko beam theory[J].Journal of Engineering Mechanics,2008,134(6):475―481.
[12]包世华,张铜生.高层建筑结构设计和计算[M].北京:清华大学出版社,2005.Bao Shihua,Zhang Tongsheng.Design and analysis of tall-building structure[M].Beijing:Tsinghua University Press,2005.(in Chinese)
[13]姚谦峰,黄炜,田洁.密肋复合墙体受力机理及抗震性能试验研究[J].建筑结构学报,2004,25(6):67―74.Yao Qianfeng,Huang Wei,Tian Jie.Experimental analyses of mechanical characteristics and seismic performance of multi-ribbed panel wall[J].Journal of Building Structures,2004,25(6):67―74.(in Chinese)
[14]GB50011-2001,建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2001.GB 50011-2001,Code for seismic design of buildings[S].Beijing:China Building and Architecture Press,2001.(in Chinese)
[2]孙金墀,关启勋.钢筋混凝土有边框柱剪力墙的强度与变形性能[J].建筑结构学报,1988,9(6):17―29.Sun Jinchi,Guan Qixun.Experimental research on strength and deformability of reinforced concrete frame shear wall[J].Journal of Building Structures,1988,9(6):17―29.(in Chinese)
[3]Paulay T,Priestly M J N,Synge A J.Ductility in earthquake resisting squat shear-wall[J].Journal ACI,1982(4):35―38.
[4]Lee Seung Y,Haldar A.Reliability of frame and shear wall structural systems.II:dynamic loading[J].Journal of Structural Engineering,2003,129(2):233―240.
[5]王铁成,陈恒超,郭永亮.反复荷载作用下双向受剪框架柱的刚度退化[J].天津大学学报,2005,38(12):1058―1062.Wang Tiecheng,Chen Hengchao,Guo Yongliang.Rigidity degeneration of RC column under two-way horizontal cyclic loads[J].Journal of Tianjin University,2005,38(12):1058―1062.(in Chinese)
[6]Yousok Kim,Toshimi Kabeyasawa,Toshikazu Kabeyasawa.Dynamic collapse analysis of the six-story full-scale wall-frame building[J].Structural Engineering Research Frontiers,2007,249(11):11―24.
[7]郭猛,姚谦峰.框架-密肋复合墙结构新体系研究[J].地震工程与工程振动,2009,29(5):73―78.Guo Meng,Yao Qianfeng.Research on frame-multi-ribbed composite wall structure new system[J].Earthquake Engineering and Engineering Vibration,2009,29(5):73―78.(in Chinese)
[8]姚谦峰,张亮,刘佩.密肋复合墙体宏观有效弹性模量的细观力学有限元分析[J].工程力学,2009,26(4):139―143.Yao Qianfeng,Zhang Liang,Liu Pei.Micro-mechanics finite element analysis of effective elastic moduli of multi-ribbed slab wall[J].Engineering Mechanics,2009,26(4):139―143.(in Chinese)
[9]Timoshenko S,Gere J.材料力学[M].北京:科学出版社,1990.Timoshenko S,Gere J.Mechanics of Materials[M].Beijing:Science Press,1990.(in Chinese)
[10]Hodges D H.Asymptotic derivation of shear beam theory from Timoshenko theory[J].Journal of Engineering Mechanics,2007,133(8):957―961.
[11]Wang C M,Kitipornchai S,Lim C W.Beam bending solutions based on nonlocal Timoshenko beam theory[J].Journal of Engineering Mechanics,2008,134(6):475―481.
[12]包世华,张铜生.高层建筑结构设计和计算[M].北京:清华大学出版社,2005.Bao Shihua,Zhang Tongsheng.Design and analysis of tall-building structure[M].Beijing:Tsinghua University Press,2005.(in Chinese)
[13]姚谦峰,黄炜,田洁.密肋复合墙体受力机理及抗震性能试验研究[J].建筑结构学报,2004,25(6):67―74.Yao Qianfeng,Huang Wei,Tian Jie.Experimental analyses of mechanical characteristics and seismic performance of multi-ribbed panel wall[J].Journal of Building Structures,2004,25(6):67―74.(in Chinese)
[14]GB50011-2001,建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2001.GB 50011-2001,Code for seismic design of buildings[S].Beijing:China Building and Architecture Press,2001.(in Chinese)
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