无侧移半刚性框架柱的稳定分析
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摘要
基于现行钢结构设计规范GB50017-2003中柱计算长度的概念,利用柱子框架模型,引入梁线刚度修正系数和柱的相对线刚度比,应用梁柱理论建立了可以同时考虑柱端和梁端不同连接条件的无侧移半刚接钢框架柱计算长度系数的修正公式。基于上述修正公式,提出了计算无侧移框架梁柱连接转动刚度的简化方法:利用弯矩-转角曲线的初始切线刚度确定的切线连接刚度。研究表明,三柱子模型,当柱远端铰接时,按GB50017附录D表D-1得到的计算长度系数设计柱是不安全的,最大误差13.0%,当柱远端固接时,偏于保守,最大误差21.9%;连接刚度的简化方法误差控制在3%以内,具有很好的实用性和精确性,可以代替精确方法用于无侧移半刚性连接框架的稳定设计。
Based on the concept of effective length of a column in current Code for Design of Steel Structures(GB50017-2003),the linear stiffness factor and the linear stiffness ratio of the column are considered with the column model.Appling the theory of beam-column,the modified equation of calculating effective length of the column in the semi-rigid jointed and braced steel frame is proposed for different connection conditions of end-column and end-beam.Based on the previous modified equation,a simple method is proposed to calculate the connection rotation stiffness for braced semi-rigid frames in which tangent connection stiffness is determined by using moment-rotation curve.Furthermore,using GB50017 specified appendix D table D-1,the factors of effective length of the column in the three models with pinned boundaries provide an unsafe design of columns,its maximum error is 13%;but the three models with fixed boundaries provide a conservative design of columns,its maximum error is 21.9 %.The error of present simplified method can be controled in less than 3%,and the simplified method has good accuracy and it can replace the exact method in stability design for the semi-rigid jointed and braced steel frame.
Based on the concept of effective length of a column in current Code for Design of Steel Structures(GB50017-2003),the linear stiffness factor and the linear stiffness ratio of the column are considered with the column model.Appling the theory of beam-column,the modified equation of calculating effective length of the column in the semi-rigid jointed and braced steel frame is proposed for different connection conditions of end-column and end-beam.Based on the previous modified equation,a simple method is proposed to calculate the connection rotation stiffness for braced semi-rigid frames in which tangent connection stiffness is determined by using moment-rotation curve.Furthermore,using GB50017 specified appendix D table D-1,the factors of effective length of the column in the three models with pinned boundaries provide an unsafe design of columns,its maximum error is 13%;but the three models with fixed boundaries provide a conservative design of columns,its maximum error is 21.9 %.The error of present simplified method can be controled in less than 3%,and the simplified method has good accuracy and it can replace the exact method in stability design for the semi-rigid jointed and braced steel frame.
引文
[1]Goto Y,Lui E M,Chen W F.Stability behavior of semi-rigid nonsway frames[J].Eng Struct,1993,15(3):209-219.
[2]Lui E M.Effects of connection flexibility and panel zone deformation on the behavior of plane steel frames[D].Ph D thesis,Purdue University,West Lafayette,1985.
[3]Barakat M,Chen W F.Practical analysis of semi-rigid frames[J].Engineering Journal,1990,27(2):54-68.
[4]陈骥.半刚性刚架的梁柱连接性能和稳定设计[J].建筑结构增刊,2004,25(8):59-67.Chen Ji.Behavior of beam-column connections and stability design of semi-rigid frames[J].Journal of Building Structures(Supplementary Is-sue),2004,25(8):59-67.
[5]李国强,王静峰.无侧移半刚性连接组合框架的稳定分析:(2)连接转动刚度和算例分析[J].力学季刊,2006,27(4):628-634.Li Guoqiang,Wang Jingfeng.Stability analysis for non-sway composite frames with semi-rigid joints:part2.connection rotation stiffness and exam-ple analysis[J].Chinese Quarterly of Mechanics,2006,27(4):628-634.
[6]GB50017,钢结构设计规范[S].GB50017,Code for Design of Steel Structures[S].
[7]陈惠发.钢框架稳定设计[M].周绥平,译.上海:世界图书出版社,1999.Chen Huifa.Stability Design of Steel Frames[M].Shanghai:CRC Press,Inc.1991.
[8]石永久,施刚,王元清,等.钢结构端板连接抗震设计方法[J].世界地震工程,2007,23(3):86-91.Shi Yongjiu,Shi Gang,Wang Yuanqing,et al.Seismic design method of end-plate connections of steel structures[J].World Earthquake Engi-neering,2007,23(3):86-91.
[9]Kishi N,Chen WF,Goto Y,Komuro M.Effective length factor of columns in flexibly jointed and braced frames[J].Journal of Constructional SteelReseareh,1998,47(1-2):93-118.
[10]王静峰,李国强.无侧移半刚性连接组合框架的稳定分析:(1)柱的计算长度系数方程[J].力学季刊,2006,27(3):481-488.Wang Jingfeng,Li Guoqiang.Stability analysis for non-sway composite frames with semi-rigid joints:part1.equation of column effective length fac-tor[J].Chinese Quarterly of Mechanics,2006,27(3):481-488.
[2]Lui E M.Effects of connection flexibility and panel zone deformation on the behavior of plane steel frames[D].Ph D thesis,Purdue University,West Lafayette,1985.
[3]Barakat M,Chen W F.Practical analysis of semi-rigid frames[J].Engineering Journal,1990,27(2):54-68.
[4]陈骥.半刚性刚架的梁柱连接性能和稳定设计[J].建筑结构增刊,2004,25(8):59-67.Chen Ji.Behavior of beam-column connections and stability design of semi-rigid frames[J].Journal of Building Structures(Supplementary Is-sue),2004,25(8):59-67.
[5]李国强,王静峰.无侧移半刚性连接组合框架的稳定分析:(2)连接转动刚度和算例分析[J].力学季刊,2006,27(4):628-634.Li Guoqiang,Wang Jingfeng.Stability analysis for non-sway composite frames with semi-rigid joints:part2.connection rotation stiffness and exam-ple analysis[J].Chinese Quarterly of Mechanics,2006,27(4):628-634.
[6]GB50017,钢结构设计规范[S].GB50017,Code for Design of Steel Structures[S].
[7]陈惠发.钢框架稳定设计[M].周绥平,译.上海:世界图书出版社,1999.Chen Huifa.Stability Design of Steel Frames[M].Shanghai:CRC Press,Inc.1991.
[8]石永久,施刚,王元清,等.钢结构端板连接抗震设计方法[J].世界地震工程,2007,23(3):86-91.Shi Yongjiu,Shi Gang,Wang Yuanqing,et al.Seismic design method of end-plate connections of steel structures[J].World Earthquake Engi-neering,2007,23(3):86-91.
[9]Kishi N,Chen WF,Goto Y,Komuro M.Effective length factor of columns in flexibly jointed and braced frames[J].Journal of Constructional SteelReseareh,1998,47(1-2):93-118.
[10]王静峰,李国强.无侧移半刚性连接组合框架的稳定分析:(1)柱的计算长度系数方程[J].力学季刊,2006,27(3):481-488.Wang Jingfeng,Li Guoqiang.Stability analysis for non-sway composite frames with semi-rigid joints:part1.equation of column effective length fac-tor[J].Chinese Quarterly of Mechanics,2006,27(3):481-488.
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