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本文采用ANSYS有限元软件建立模型分析了高强钢(名义屈服强度为460 MPa)腹板高厚比超限的焊接矩形管截面偏压构件的极限承载力,以及构件长细比、腹板高厚比、翼缘宽厚比和相对偏心率对极限承载力的影响,提出腹板高厚比超限高强钢压弯构件平面内极限承载力计算公式.研究表明:考虑初弯曲和残余应力影响的双重非线性有限元模型能够很好地模拟高强钢焊接箱形截面偏心受压构件的局部-整体相关屈曲;高强钢薄腹矩形管截面压弯构件平面内无量纲化极限承载力Pu/(Afy)与构件长细比、腹板高厚比和翼缘宽厚比近似为线性关系;高强钢薄腹矩形管截面偏压构件的轴力和弯矩相关曲线近似为直线;按边缘纤维屈服准则推导的公式经过修正之后可用于计算高强钢压弯构件局部-整体相关屈曲的极限承载力.
In this paper, the finite element software ANSYS was used to establish the model to analyze the ultimate bearing capacity of the welded rectangular tube cross-section member with high-strength steel (nominal yield strength of 460 MPa) Ratio, flange width-to-thickness ratio and relative eccentricity to the ultimate bearing capacity, a formula to calculate the ultimate bearing capacity of the web in the plane of high-strength-ratio excess-stress and high-strength steel is proposed. The results show that: The nonlinear finite element model can well simulate the local-integral buckling of high-strength steel welded box section eccentrically-compressed members. The dimensionless ultimate bearing capacity Pu / (Afy) The relationship between slenderness ratio, web thickness ratio and flange width-thickness ratio is approximately linear. The curve of axial force and moment of high-strength steel thin-section rectangular tube cross-section biasing member is approximately linear. According to the yield rule of edge fiber, The formula can be used to calculate the ultimate bearing capacity of local-total related buckling of high-strength steel members.