纤维墙元模型在剪力墙结构非线性分析中的应用
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摘要
钢筋混凝土剪力墙是目前高层与超高层建筑中最主要的抗侧力构件,本文在对已有的微观及宏观计算模型进行比较的基础上,基于纤维模型概念,建立了便于高层剪力墙结构非线性分析应用的纤维墙元模型,即由承受轴力及弯矩的纤维子单元与承受剪切变形的剪切子单元相合成的墙元计算模型;同时,对该模型中剪切子单元高度的取值进行了分析,明确了其物理含义;推导了单元的刚度矩阵,并分别建立了纤维子单元及剪切子单元的骨架曲线及滞回规则。另外,应用该计算单元模型,对一栋40 层框架剪力墙结构进行了非线性时程分析,计算结果与相应模型的振动台试验结果进行了对比,比较结果表明两者在结构动力特性,位移响应方面等均吻合较好,验证了该计算单元模型的准确性与有效性,可为推广使用提供参考。
Reinforced concrete shear wall is one of the main lateral force resisting elements in high rise building. Based on the idea of fiber model, a fiber wall element model was put forward, which was composed of fiber element that represents the flexural deformation only, and shear element that represents the shearing only. In this model, the height of shearing element and stiffness matrix of the proposed element, and its skeleton and hysteretic curves were also built up. Using the fiber wall element, the dynamic responses of a 40-story shear wall structure were computed and compared to the shaking table test of the same model structure. The good agreement between them indicates that the fiber wall element model proposed here is reasonable and efficient in the nonlinear analysis of shear wall structures.
Reinforced concrete shear wall is one of the main lateral force resisting elements in high rise building. Based on the idea of fiber model, a fiber wall element model was put forward, which was composed of fiber element that represents the flexural deformation only, and shear element that represents the shearing only. In this model, the height of shearing element and stiffness matrix of the proposed element, and its skeleton and hysteretic curves were also built up. Using the fiber wall element, the dynamic responses of a 40-story shear wall structure were computed and compared to the shaking table test of the same model structure. The good agreement between them indicates that the fiber wall element model proposed here is reasonable and efficient in the nonlinear analysis of shear wall structures.
引文
[1] 蒋欢军、吕西林.一种宏观剪力墙单元模型应用研究[J].地震工程与工程振动,2003,23(1):3843.
[2] 张令心、杨桦、江近仁.剪力墙的剪切滞变模型[J].世界地震工程,1999,15(2):916.
[3] GhobarahA,YoussefM.Modelling of reinforced concrete structural walls[J].EngineeringStructures,1999,21:912923.
[4] 卢文生.高层建筑结构非线性地震反应分析的实用方法研究[D].同济大学申请博士学位论文,2004.
[5] LiK N.Multi spring model for3 dimensional analysis ofRC members[J].StructuralEngineering andMechanics,1993,1(1):1730.
[6] 日本大和(Yamato)设计株式会社.Y Fiber3D计算软件应用手册[S].1996年.
[7] KabeyasawaT,ShioaraH,OtaniS,U.S.Japan cooperative research onR/C full scale building test part5: discussion on dynamic re sponse system[C].Procs8thWorldConf onEarthEng,1984,6:627634.
[8] HwangH M,JawJ W.Probability damage analysis of structure[J].Journal ofStructuralEngineering,ASCE,1990,116(7):19922007.
[9] 吕西林,金国芳,吴晓涵等编著.钢筋混凝土结构非线性有限元理论与应用[M].同济大学出版社,1997年.
[10] 上海浦东香格里拉酒店改扩建工程模型模拟地震振动台试验研究报告[R].同济大学土木工程防灾国家重点实验室振动台试验室,2002.6.
[2] 张令心、杨桦、江近仁.剪力墙的剪切滞变模型[J].世界地震工程,1999,15(2):916.
[3] GhobarahA,YoussefM.Modelling of reinforced concrete structural walls[J].EngineeringStructures,1999,21:912923.
[4] 卢文生.高层建筑结构非线性地震反应分析的实用方法研究[D].同济大学申请博士学位论文,2004.
[5] LiK N.Multi spring model for3 dimensional analysis ofRC members[J].StructuralEngineering andMechanics,1993,1(1):1730.
[6] 日本大和(Yamato)设计株式会社.Y Fiber3D计算软件应用手册[S].1996年.
[7] KabeyasawaT,ShioaraH,OtaniS,U.S.Japan cooperative research onR/C full scale building test part5: discussion on dynamic re sponse system[C].Procs8thWorldConf onEarthEng,1984,6:627634.
[8] HwangH M,JawJ W.Probability damage analysis of structure[J].Journal ofStructuralEngineering,ASCE,1990,116(7):19922007.
[9] 吕西林,金国芳,吴晓涵等编著.钢筋混凝土结构非线性有限元理论与应用[M].同济大学出版社,1997年.
[10] 上海浦东香格里拉酒店改扩建工程模型模拟地震振动台试验研究报告[R].同济大学土木工程防灾国家重点实验室振动台试验室,2002.6.
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