平面与空间钢框架结构的简化柱梁模型
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摘要
根据钢框架结构的受力特点,提出了平面简化柱梁模型、双重体系简化柱梁模型和空间简化柱梁模型。它们不但能考虑结构的空间作用、材料非线性和几何非线性等因素影响,还能考虑钢框架结构梁柱的强度比和刚度比、节点域变形、柱附加轴力引起的弯曲变形、梁间塑性铰和双重体系间转角的不协调性对地震响应的影响。简化柱梁模型能够对高层平面钢框架结构和空间结构进行有效的简化,并进行了钢框架的二阶弹塑性动力分析。
Based on the characteristics of steel frames, a new model, named as simplified column-beam model, is developed for the seismic response of planar steel frames, planar double systems and spacial steel frame structures. The model takes into account the strength and the stiffness ratio of the beam-to-column, the deformation of joint panel, additional axial force, plastic hinge in the middle of the beam, material nonlinearity and geometric nonlinearity and the incongruity of intersection angle between planar double systems. It simplifies the analysis of highrise planar steel frames, planar double systems and spacial structures effectively. It is also applicable to the second-order elastic-plastic dynamic analysis of steel frames.
Based on the characteristics of steel frames, a new model, named as simplified column-beam model, is developed for the seismic response of planar steel frames, planar double systems and spacial steel frame structures. The model takes into account the strength and the stiffness ratio of the beam-to-column, the deformation of joint panel, additional axial force, plastic hinge in the middle of the beam, material nonlinearity and geometric nonlinearity and the incongruity of intersection angle between planar double systems. It simplifies the analysis of highrise planar steel frames, planar double systems and spacial structures effectively. It is also applicable to the second-order elastic-plastic dynamic analysis of steel frames.
引文
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[2]JuanC.De laLlera.Three-dimensional inelastic response of anRC building during theNorthridge earthquake[J].Journal ofStructuralEngineering,2001,5:482-489.
[3]KojiOGAWA,HisayaKAMURA,KazuoINOUE.Modeling of the moment resistant frame to fishbone shaped frame for the response analysis[J].J.Struct.Constr.Eng,1999,7:119-126.
[4]刘大海,扬翠如,钟锡根.高层建筑抗震设计[M].中国建筑工业出版社,1994.LiuDahai,YangCuiru,ZhongXigen.Aseismic design for high rise buildings[M].ChinaArchitecture&BuildingPress,1994.(inChinese)
[5]郑廷银,朱慧.钢框架-支撑体系二阶分析的高效非迭代方法[J].工业建筑,2001,3:62-64.ZhengTingying,ZhuHui.An efficient noniterative method for second order analysis of braced steel frame systems[J].IndustrialConstruction,2001,3:62-64.(inChinese)
[6]梁启智,方兴华,郭志.带支撑钢框架结构随机地震反应及可靠性分析[J].华南理工大学学报,1997,12:27-32.Liang qizhi,FangXinghua,GuoZhi.Second-order stochastic response and reliability analysis of steel braced frames subjected to wind load[J].Journal ofSouthChinaUniversity ofTechnology,1997,12:27-32.
[7]YujiKOETAKA,KazuoINOUE,Plastic deformation capacity demand of energy absorption members in strong column type steel space frames[J].J.Struct.Constr.Eng,1999,10:125-132.
[8]姜宏.空间结构的简化计算——独柱法[J].桂林工学院学报,2000,1:26-30.JiangHong.Simplified calculating method for space structure-freestanding column method[J].Journal ofGuilinInstitute ofTechnology,2001.1:26-30.(inChinese)
[9]OrbisonJG.Nonlinear static analysis of three-dimensional steel frames[R].ReportNo.82-6,Department ofStructuralEngineering,CornellUniversity,1982.
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