摘要
等边角钢截面为单轴对称截面,除绕非对称轴失稳为弯曲失稳外,绕其他任意轴均为弯扭失稳。不等边角钢截面为无对称轴截面,绕任意轴失稳均为弯扭失稳。钢结构设计规范(G B50017)采用换算长细比的方法将弯扭失稳等效为弯曲失稳,这种计算方法是否完善有待验证。本文采用有限元软件ANSYS,研究单角钢轴心受压构件的弯扭失稳,通过与规范进行对比分析,认为规范方法不够合理,并提出简单实用的稳定系数计算公式。
An equal angle section, being a singly-symmetric section, will buckle in a torsional-flexural pattern about any axis except for flexural buckling about the unsymmetric axis. An unequal angle section, being an unsymmetric section, will buckle in a torsional-flexural pattern. In Chinese Design Code of Steel Structures （GB50017）, axially compressed members are calculated not as torsional-flexural buckling but as flexural buckling with equivalent slenderness ratio. In this paper, torsional-flexural buckling of single-angle members is analyzed by FEM analysis software ANSYS. Comparing numerical results with that of the Code, a simple and practical formula for stability coefficient is recommended for design purpose.
出处
《苏州科技学院学报（工程技术版）》
CAS
2006年第2期6-9,共4页
Journal of Suzhou University of Science and Technology （Engineering and Technology）
关键词
单角钢构件
弯扭失稳(屈曲)
换算长细比
有限元法
single-angle member
torsional-flexural buckling
equivalent slenderness ratio
FEM（finite elementmethod）
