横向荷载作用下单向压弯钢构件弯扭屈曲平衡微分方程  

Flexural-torsional Bucking Differential Equation on Unilateral Steel Member under Lateral Load

作　　者：何斌[1] 付国[1] 田兴运[1] 张博[1] 

机构地区：[1]西北农林科技大学水利与建筑工程学院,陕西杨凌712100

出　　处：《建筑科学》2016年第11期19-23,共5页Building Science

基　　金：中央高校基本科研专项重点项目(ZD2013014);中央高校科技创新专项(2452015183)

摘　　要：采用中性平衡法推导出横向荷载作用下无对称轴截面单向压弯钢构件的平衡微分方程,通过分析单轴对称截面压弯构件的受力和变形,对切向力方向进行了重新定义和说明。结合具体的荷载形式对双向压弯构件的总势能方程进行改造,得到横向荷载作用下两个无对称轴截面单向压弯构件的典型总势能方程,经过一阶变分为零,即δΠ=0,得到平衡微分方程。最后通过比较两种方法得到的平衡微分方程,说明给出的两个总势能方程的适应性。The equilibrium differential equation of non-axisymmetric section unilateral steel member under the lateral load is derived by the method of neutral equilibrium, the mistakes of tangential force direction on section is explained by analyzing the stress and deformation of monosymmetric section compression-bending member, and the correct tangential force direction is presented. Two typical total potential equations of non-axisymmetric section unilateral steel member under the lateral load are obtained after modifying the total potential equation of two-way eccentric compression member according to the specific load form. Then, through the first variation being zero, that is δΠ= 0, the equilibrium differential equation is derived. Finally, the adaptability of the two total potential equations is confirmed after comparing the two equilibrium differential equation derived by the two methods.

关 键 词：横向荷载 单向压弯钢构件 弯扭屈曲 总势能方程 

分 类 号：TU391[建筑科学—结构工程] TU311.2