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为研究现有钢结构设计规范是否仍适用于高强钢中厚板焊接箱形柱的设计,对Q460钢轴心受压柱的极限承载力进行了参数分析。采用数值积分法,并与有限元程序ANSYS的数值计算结果作进行对比。数值模型考虑了1/1 000柱长的初始弯曲及由相应截面尺寸残余应力试验提出的残余应力分布简化模型。试件的主要参数为截面宽厚比(7.8～17.2)与柱长细比(10～130)。计算结果表明:考虑相同初始缺陷的有限单元法与数值积分法所得计算结果吻合较好;与普通强度钢柱相比,初始几何缺陷对高强钢焊接箱形柱的极限承载力影响降低,柱的稳定系数提高;残余应力降低柱的稳定系数,但其影响效应随长细比变化。参数分析结果与现有规范计算结果对比表明,中厚板Q460高强钢焊接箱形柱,当宽厚比b/t≤20时,可采用高于普通强度钢柱的b类柱子曲线。
In order to study whether the design rules of existing steel structures are still suitable for the design of welded box-shaped columns of high-strength steel plates, the ultimate bearing capacity of Q460 steel columns subjected to axial compression is analyzed. The numerical integration method is adopted and compared with the finite element program ANSYS numerical calculation. The numerical model takes into account the initial bending of 1/1 000 column length and the simplified model of the residual stress distribution proposed by the residual stress test of the corresponding section size. The main parameters of the specimen cross section aspect ratio (7.8 ~ 17.2) and the slenderness ratio (10 ~ 130). The calculation results show that the calculated results of the finite element method and the numerical integration method which consider the same initial defect are in good agreement with each other. The initial geometrical defects have less effect on the ultimate bearing capacity of the welded box- The stability coefficient increases; the residual stress decreases the stability coefficient of the column, but its effect changes with the slenderness ratio. The comparison between the results of parameter analysis and the calculation results of the existing codes shows that for the Q460 high-strength steel welded box-shaped plate of plate, when the ratio of thickness to thickness b / t≤20, the b-type pillar curve higher than ordinary strength steel can be adopted.