门式钢框架稳定分析的精细传递矩阵法
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摘要
将精细传递矩阵法应用于门式钢框架的稳定分析,研究门式钢框架在考虑构件轴向变形及不考虑轴向变形时的屈曲荷载.根据精细传递矩阵法原理和压杆微弯平衡状态下的平衡微分方程,建立门式钢框架稳定分析的精细传递矩阵式.并运用精细传递矩阵法对铰支约束下的门式钢框架进行了屈曲荷载的计算.计算结果与有限元软件ANSYS的计算结果基本一致,从而验证了本文方法是正确、有效的.运用以上理论对于不同边界条件的门式钢框架进行了稳定分析.分析表明:门式钢框架的屈曲荷载在考虑轴向变形时与不考虑轴向变形时是一致的.对门式钢钢框架进行稳定分析时,可不考虑构件轴向变形的影响.
Considering or neglecting the axial deformation of components,the buckling loads of steel portal frame are studied by the precise transfer matrix method(PTMM).According to the principle and slightly bending equilibrium differential equation of compression bar,the PTMM for stability analysis of steel portal frame is built under axial force.and the buckling loads of steel portal frame under hinge support are solved.The results were basically identical with the result by finite element method.This shows that the method is right and effective.Based on the algorithm mentioned above,the stability analysis of steel portal frame with dfifferent boundary conditionis has been done.Some examples indicate that the buckling loads of steel portal frame considered are identical with that which is neglected.The suggestion is giving no consideration to the axial deformation of components to analysis the stability of steel portal frame.
Considering or neglecting the axial deformation of components,the buckling loads of steel portal frame are studied by the precise transfer matrix method(PTMM).According to the principle and slightly bending equilibrium differential equation of compression bar,the PTMM for stability analysis of steel portal frame is built under axial force.and the buckling loads of steel portal frame under hinge support are solved.The results were basically identical with the result by finite element method.This shows that the method is right and effective.Based on the algorithm mentioned above,the stability analysis of steel portal frame with dfifferent boundary conditionis has been done.Some examples indicate that the buckling loads of steel portal frame considered are identical with that which is neglected.The suggestion is giving no consideration to the axial deformation of components to analysis the stability of steel portal frame.
引文
[1]LOANNIS G.The effect of semi-rigidjoints and an elastic bracing systemonthe bucklingload of si mple rectangularsteel frames[J].Journal of Constructional Steel Research,2005,61:1205-1225.
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[4]韦成龙,李斌,刘小燕.槽型宽翼受压构件剪力滞分析的传递矩阵法[J].力学与实践,2008,30(6):39-42.WEI Cheng-long,Ll Bin,Llu xiaoyan.Transfer matrix method for shear lag analysis of a beam-and-slab structureunder axial loads[J].Mechanics in Engineering,2008,30(6):39-42.
[5]MORTEZA A,TORKAMANI M.Second-Order Elastic Plane-Frame Analysis Using Finite-Element Method[J].Journal of Structural Engineering,1997,123(9):1225-1235.
[6]ZHOU Z H,CHANS L.Second-Order Analysis of Slender Steel Frames under Distributed Axial and Member Loads[J].Journal of Structural Engineering,1997,123(9):1187-1193.
[7]孙建鹏,李青宁.多点地震输入下结构地震反应的频域精细传递矩阵法[J].建筑结构学报,2010,31(2):48-54.SUNJian-peng,LI Qing-ning.Precise frequency domain transfer matrix method for seismic response analysis ofstructures under multi-support excitations[J].Journal of Building Structures,2010,31(2):48-54.
[8]孙建鹏,李青宁.求解结构自振频率的精细传递矩阵法[J].世界地震工程,2009,25(2):140-145.SUNJian-peng,LI Qing-ning.Precise transfer matrix method for resolving natural frequencies of structures[J].World Earthquake Engineering,2009,25(2):140-145.
[9]段忠东,沈洪宇.非粘滞阻尼系统时程响应分析的精细积分方法[J].计算力学学报,2009,46(5):638-644.DUAN Zhong-dong,SHEN Hong-yu.Ti me-history analysis of a non-viscous damped system using precise integra-tion[J].Chinese Journal of Computational Mechanics,2009,46(5):638-644.
[10]孙建鹏,李青宁.结构动力方程的离散精细积分格式[J].西安建筑科技大学学报:自然科学版,2010,42(1):42-46.SUNJian-peng,LI Qing-ning.Discrere precise ti me-integration method for structural dynamic analysis[J].Journalof Xi′an University of Architecture&Technology(Natural Science Edition),2010,42(1):42-46.
[11]HE Ji-Huan.A modified Newton-Raphson method[J].Communications in Numerical Methods in Engineering2004,20(10):801-805.
[2]ERMOPOULOS J.Buckling length of framed compression members with semi-rigid connections[J].Journal ofCon-structional Steel Research,1991,18:139-154.
[3]WANG C M.Exact Solutions for Buckling of Structural Members[J].CRC Press,Boca Raton,2005.
[4]韦成龙,李斌,刘小燕.槽型宽翼受压构件剪力滞分析的传递矩阵法[J].力学与实践,2008,30(6):39-42.WEI Cheng-long,Ll Bin,Llu xiaoyan.Transfer matrix method for shear lag analysis of a beam-and-slab structureunder axial loads[J].Mechanics in Engineering,2008,30(6):39-42.
[5]MORTEZA A,TORKAMANI M.Second-Order Elastic Plane-Frame Analysis Using Finite-Element Method[J].Journal of Structural Engineering,1997,123(9):1225-1235.
[6]ZHOU Z H,CHANS L.Second-Order Analysis of Slender Steel Frames under Distributed Axial and Member Loads[J].Journal of Structural Engineering,1997,123(9):1187-1193.
[7]孙建鹏,李青宁.多点地震输入下结构地震反应的频域精细传递矩阵法[J].建筑结构学报,2010,31(2):48-54.SUNJian-peng,LI Qing-ning.Precise frequency domain transfer matrix method for seismic response analysis ofstructures under multi-support excitations[J].Journal of Building Structures,2010,31(2):48-54.
[8]孙建鹏,李青宁.求解结构自振频率的精细传递矩阵法[J].世界地震工程,2009,25(2):140-145.SUNJian-peng,LI Qing-ning.Precise transfer matrix method for resolving natural frequencies of structures[J].World Earthquake Engineering,2009,25(2):140-145.
[9]段忠东,沈洪宇.非粘滞阻尼系统时程响应分析的精细积分方法[J].计算力学学报,2009,46(5):638-644.DUAN Zhong-dong,SHEN Hong-yu.Ti me-history analysis of a non-viscous damped system using precise integra-tion[J].Chinese Journal of Computational Mechanics,2009,46(5):638-644.
[10]孙建鹏,李青宁.结构动力方程的离散精细积分格式[J].西安建筑科技大学学报:自然科学版,2010,42(1):42-46.SUNJian-peng,LI Qing-ning.Discrere precise ti me-integration method for structural dynamic analysis[J].Journalof Xi′an University of Architecture&Technology(Natural Science Edition),2010,42(1):42-46.
[11]HE Ji-Huan.A modified Newton-Raphson method[J].Communications in Numerical Methods in Engineering2004,20(10):801-805.
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