基于Timoshenko梁理论纤维模型巨型钢框架结构非线性地震反应分析方法
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摘要
巨型钢框架结构中,组成主结构的杆件截面高度很大,荷载作用下截面剪切变形对杆件承载力和塑性发展的影响不能忽略,即基于弯曲梁理论的截面纤维模型梁柱单元用于此类结构非线性分析时精度并不高。本文基于刚度法将截面纤维模型与Timoshenko梁理论结合,考虑剪切屈服与弯曲屈服相分离建立杆件单元刚度矩阵;通过有限元软件MSC.Marc二次开发,将单元矩阵嵌入到程序中,进行结构的动力非线性分析。采用此单元进行巨型钢框架结构的动力非线性反应分析,可以得到结构中屈服杆件的数量与位置。
For the main structure of steel mega-frame structures,the depth of element section is very high.Under some loading,the effect of shear deformation on bearing capacity and plastic development capacity can't be ignored,so this kind of nonlinear analysis doesn't get precise result when using the beam-column elements based on the theory of bending beam and section fiber model.In this paper,the element stiffness matrix is established on the basis of the stiffness of section fiber model and Timoshenko beam theory supposing that the shear yield and the bending yield are separatied.The element matrix is embedded into the finite element software MSC.Marc by second development interface used in structural dynamic nonlinear analysis,so the yield element's quantity and location can be obtained in the structure nonlinear analysis.
For the main structure of steel mega-frame structures,the depth of element section is very high.Under some loading,the effect of shear deformation on bearing capacity and plastic development capacity can't be ignored,so this kind of nonlinear analysis doesn't get precise result when using the beam-column elements based on the theory of bending beam and section fiber model.In this paper,the element stiffness matrix is established on the basis of the stiffness of section fiber model and Timoshenko beam theory supposing that the shear yield and the bending yield are separatied.The element matrix is embedded into the finite element software MSC.Marc by second development interface used in structural dynamic nonlinear analysis,so the yield element's quantity and location can be obtained in the structure nonlinear analysis.
引文
[1]王勖成.有限单元法[M].北京:清华大学出版社,2003.
[2]孙景江.钢筋混凝土结构地震反应分析和实验的若干问题[D].哈尔滨:中国地震局工程力学研究所,2000.
[3]徐国林,张令心.巨型钢框架结构的三维非线性分析模型[J].世界地震工程,2009,25(1):102-106.
[4]徐国林.巨型钢框架结构非线性地震反应分析方法研究[D].哈尔滨:中国地震局工程力学研究所,2009.
[5]李君.巨型钢框架结构非线性静、动力分析[D].哈尔滨:哈尔滨建筑大学,1999.
[6]张文元,张耀春.高层钢结构双重非线性分析的塑性铰法[J].哈尔滨建筑大学学报,2000,33(6):1-7.
[7]Avery P,Mahendran M.Analytical benchmark solutions for steel frame structures subjected to local buckling effects[J].Advances in StructuralEngineering,2000,3(3):215-229.
[8]Taucer F F,Spacone E,Filippou F C.Afiber beam-column element for seismic response analysis of reinforced concrete structures[M].EE-RC-91/17.
[9]Federico MM,Vincenzo Piluso.Plastic design of seismic resistant steel frames[J].Journal of Structural Engineering.ASCE,2003,101(7):1135-1147.
[10]郑廷银.高层建筑钢结构巨型框架体系的高等分析理论及其实用计算[D].南京:东南大学,2002.
[2]孙景江.钢筋混凝土结构地震反应分析和实验的若干问题[D].哈尔滨:中国地震局工程力学研究所,2000.
[3]徐国林,张令心.巨型钢框架结构的三维非线性分析模型[J].世界地震工程,2009,25(1):102-106.
[4]徐国林.巨型钢框架结构非线性地震反应分析方法研究[D].哈尔滨:中国地震局工程力学研究所,2009.
[5]李君.巨型钢框架结构非线性静、动力分析[D].哈尔滨:哈尔滨建筑大学,1999.
[6]张文元,张耀春.高层钢结构双重非线性分析的塑性铰法[J].哈尔滨建筑大学学报,2000,33(6):1-7.
[7]Avery P,Mahendran M.Analytical benchmark solutions for steel frame structures subjected to local buckling effects[J].Advances in StructuralEngineering,2000,3(3):215-229.
[8]Taucer F F,Spacone E,Filippou F C.Afiber beam-column element for seismic response analysis of reinforced concrete structures[M].EE-RC-91/17.
[9]Federico MM,Vincenzo Piluso.Plastic design of seismic resistant steel frames[J].Journal of Structural Engineering.ASCE,2003,101(7):1135-1147.
[10]郑廷银.高层建筑钢结构巨型框架体系的高等分析理论及其实用计算[D].南京:东南大学,2002.
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