基于有限单元柔度法和刚度法的几何非线性空间梁柱单元比较研究
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摘要
分别基于有限单元柔度法和有限单元刚度法二阶分析理论,采用纤维模型梁柱单元编制了钢筋混凝土杆系结构二阶非线性分析程序;分别采用这两种方法对几个典型试验实例进行了计算机模拟分析,通过模拟分析结果的对比,对有限单元柔度法与有限单元刚度法处理几何非线性问题的效果与效率进行了比较研究。结果表明:对于几何非线性问题,尤其是对于处理下降段(非稳定阶段)问题,基于柔度法的梁柱单元无论从计算效率还是计算效果上都明显优于基于刚度法的梁柱单元,有限单元柔度法是目前处理杆系结构材料与几何双重非线性问题最为有效的分析方法。
Flexibility-based and stiffness-based fiber model beam-column elements for the second order analysis are investigated in this paper. Several typical examples with experimental data are selected for computational effectiveness comparison between the two methods. The validity of flexibility-based beam-column elements is also examined for the second order analysis of space member structures. The results show that flexibility-based beam-column elements are apparently superior to stiffness-based beam-column elements in dealing with instability problems of structures and the flexibility-based beam-column element is presently one of the most practical and efficient element models handling material and geometrically nonlinear problems of framed structures.
Flexibility-based and stiffness-based fiber model beam-column elements for the second order analysis are investigated in this paper. Several typical examples with experimental data are selected for computational effectiveness comparison between the two methods. The validity of flexibility-based beam-column elements is also examined for the second order analysis of space member structures. The results show that flexibility-based beam-column elements are apparently superior to stiffness-based beam-column elements in dealing with instability problems of structures and the flexibility-based beam-column element is presently one of the most practical and efficient element models handling material and geometrically nonlinear problems of framed structures.
引文
[1]叶英华,刁波,林少书.双向偏心受压钢筋混凝土柱稳定性分析[J].建筑结构学报,1998,19(2):44-49.Ye Yinghua,Diao Bo,Lin Shaoshu.Stability analysis of bi-eccentric compressive reinforced concrete columns[J].Journal of Building Structures,1998,19(2):44-49.(in Chinese)
[2]叶英华,刁波.三阶钢筋混凝土梁柱单元[J].哈尔滨建筑大学学报,1995,28(6):26-32.Ye Yinghua,Diao Bo.Third-order reinforced concrete beam-column element[J].Journal of Harbin University of Architecture and Engineering,1995,28(6):26-32.(in Chinese)
[3]Kim J K,Yang J K.The behaviour of reinforced concretecolumns subjected to axial force and biaxial bending[J].Engineering Structures,2000,23:1518-1528.
[4]Zeris C A,Mahin S A.Analysis of reinforced concrete beam-columns under uniaxial excitation[J].Journal of Structural Engineering,ASCE,1988,114(4):804-820.
[5]Zeris C A,Mahin S A.Behavior of reinforced concrete structures subjected to biaxial excitation[J].Journal of Structural Engineering,ASCE,1991,117(9):2657-2673.
[6]Spacone E,Ciampi V,Filippou F C.Mixed formulation of nonlinear beam finite element[J].Computer&Structure,1996,58(1):71-83.
[7]Spacone E,Filippou F C,Taucer F F.Fiber beam-column model for non-linear analysis of R//C frames:part I.Formulation[J].Earthquake Engineering and Structural Dynamics,1996,25:711-725.
[8]Spacone E,Filippou F C,Taucer F F.Fiber beam-column model for non-linear analysis of R/C frames:part II.Applications[J].Earthquake Engineering and Structural Dynamics,1996,25:727-742.
[9]黄宗明,陈滔.基于有限单元柔度法和刚度法的非线性梁柱单元比较研究[J].工程力学,2003,20(5):24-31.Huang Zongming,Chen Tao.Comparison between flexibility-based and stiffness-based nonlinear beam-column elements[J].Engineering Mechanics,2003,20(5):24-31.(in Chinese)
[10]陈滔.基于有限单元柔度法的钢筋混凝土框架三维非弹性地震反应分析[D].重庆:重庆大学,2003.Chen Tao.3D inelastic seismic response analysis of reinforced concrete frames based on finite element flexibility method[D].Chongqing:Chongqing University,2003.(in Chinese)
[2]叶英华,刁波.三阶钢筋混凝土梁柱单元[J].哈尔滨建筑大学学报,1995,28(6):26-32.Ye Yinghua,Diao Bo.Third-order reinforced concrete beam-column element[J].Journal of Harbin University of Architecture and Engineering,1995,28(6):26-32.(in Chinese)
[3]Kim J K,Yang J K.The behaviour of reinforced concretecolumns subjected to axial force and biaxial bending[J].Engineering Structures,2000,23:1518-1528.
[4]Zeris C A,Mahin S A.Analysis of reinforced concrete beam-columns under uniaxial excitation[J].Journal of Structural Engineering,ASCE,1988,114(4):804-820.
[5]Zeris C A,Mahin S A.Behavior of reinforced concrete structures subjected to biaxial excitation[J].Journal of Structural Engineering,ASCE,1991,117(9):2657-2673.
[6]Spacone E,Ciampi V,Filippou F C.Mixed formulation of nonlinear beam finite element[J].Computer&Structure,1996,58(1):71-83.
[7]Spacone E,Filippou F C,Taucer F F.Fiber beam-column model for non-linear analysis of R//C frames:part I.Formulation[J].Earthquake Engineering and Structural Dynamics,1996,25:711-725.
[8]Spacone E,Filippou F C,Taucer F F.Fiber beam-column model for non-linear analysis of R/C frames:part II.Applications[J].Earthquake Engineering and Structural Dynamics,1996,25:727-742.
[9]黄宗明,陈滔.基于有限单元柔度法和刚度法的非线性梁柱单元比较研究[J].工程力学,2003,20(5):24-31.Huang Zongming,Chen Tao.Comparison between flexibility-based and stiffness-based nonlinear beam-column elements[J].Engineering Mechanics,2003,20(5):24-31.(in Chinese)
[10]陈滔.基于有限单元柔度法的钢筋混凝土框架三维非弹性地震反应分析[D].重庆:重庆大学,2003.Chen Tao.3D inelastic seismic response analysis of reinforced concrete frames based on finite element flexibility method[D].Chongqing:Chongqing University,2003.(in Chinese)
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