摘要
针对传统"七杆模型"在确定计算长度系数过程中关于"全柱失稳"和"所有柱稳定函数相等"的假定与真实情况相差较大,基于非全柱失稳模型,同时考虑柱稳定函数的不同,提出了一种改进方法,并进行了一系列数值计算。研究结果表明:改进方法所得到的计算长度系数的公式与传统方法是一致的,改进方法公式中参数的计算包含了有别于传统方法的失稳模式、梁柱线刚度、柱轴力和其他层的影响,能更加全面地反映框架的失稳行为;改进方法总体上比传统方法具有更高的精度。
Assumptions that all columns buckle simultaneously and that stability functions for all columns were identical, were adopted by traditional approach, while the two assumptions seldom conformed to the real structures. Authors proposed the modified approach based on non-all- column buckling model, in which the differences of column stability functions were considered. A series of numerical calculations were carried out. The research results show that the approximate formulae of the effective length factor obtained by modified approach are consistent with that obtained by traditional approach, while parameters of approximate formulas in modified approach incorporate the effects of buckling model, linear stiffness of beam and column, axial force of column and other stories of the frame, which can reflect the buckling behavior of the frame more comprehensively. The modified approach improves the accuracy compared with the traditional approach.
出处
《建筑科学与工程学报》
CAS
北大核心
2013年第4期105-111,共7页
Journal of Architecture and Civil Engineering
基金
<钢结构设计规范>国家标准科研专项基金项目(GB 500172010-06)
关键词
钢框架
稳定
计算长度系数
非全柱失稳模型
临界力
屈曲分析
steel frame
stability
effective length factor
non-all-column buckling model
critical load
buckling analysis
