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为研究460MPa高强度钢材等边箱形截面轴心受压柱的局部稳定受力性能和设计方法,该文采用有限元软件ANSYS建立有限元模型,考虑残余应力和局部初始几何缺陷的影响,对3组共10个460MPa等边箱形截面轴心受压短柱的局部屈曲进行了有限元分析,并将极限承载力计算值与试验实测值进行对比,结果证明该模型能够准确分析计算460MPa高强度钢材等边箱形截面轴心受压柱的局部屈曲受力性能。利用该模型进行有限元参数分析,与钢板的宽厚比相比,钢板厚度、钢板长宽比、残余压应力值和局部初始几何缺陷幅值等因素对局部屈曲受力性能的影响都很小。将试验实测值和参数分析的结果与中国、美国和欧洲钢结构设计规范中箱形截面局部稳定设计曲线进行对比,表明现行规范的设计方法不够安全。该文提出的建议设计公式适用于460MPa高强度钢材等边箱形截面轴心受压柱局部屈曲极限应力的设计计算。
In order to study the local stability of 460MPa high-strength steel columns with equilateral box-section columns under axial compression and the design method, finite element software ANSYS is used to establish the finite element model. Considering the influence of residual stress and local initial geometric defects, Three groups of a total of 460 460MPa equilateral box-shaped cross-section axial compression of the local buckling of the finite element analysis, and the ultimate bearing capacity of the calculated value compared with the experimental results show that the model can accurately analyze and calculate the 460MPa high Local Buckling Behavior of Axial Compression Column with Equilateral Box Section of Strength Steel. Compared with the aspect ratio of the steel plate, the influence of the factors such as the thickness of the steel plate, the aspect ratio of the steel plate, the residual compressive stress value and the amplitude of the local initial geometric defects on the local buckling force performance is very small. The results of the test and the analysis of the parameters are compared with the locally stable design curves of box section in the steel structure design codes of China, the United States and Europe, which shows that the design method of the current codes is not safe enough. The proposed design formula proposed in this article is suitable for the design and calculation of the local buckling stress of 460MPa high-strength steel, such as equilateral box-section axial compression column.