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为了研究现行钢结构设计规范是否仍适用于高强钢中厚板焊接H形柱的设计,采用数值积分法与有限单元法对Q460钢轴心受压柱的极限承载力进行了参数分析。试件的主要参数分别为翼缘宽厚比(3.4~7.0)与柱长细比(10~130)。数值积分法计算采用作者编制的电算程序,并与通用有限元程序ANSYS的计算结果进行了对比。数值模型考虑了1/1 000柱长的初始弯曲及相应截面的残余应力分布简化模型。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;Q460高强钢焰割边焊接H形柱与普通强度钢柱相比,其极限承载力对初始几何缺陷的敏感性降低,柱的稳定系数有所提高。通过对比参数分析结果与现行规范,发现当翼缘宽厚比不小于7时,中厚板Q460高强钢焰割边焊接H形柱绕弱轴稳定系数仍可沿用《钢结构设计规范》(GB 50017—2003)中b类截面柱子曲线;当翼缘宽厚比小于7时,应采用c类截面柱子曲线。
In order to study whether the current design code of steel structure is still suitable for the design of welded H-shaped columns of high-strength steel plate, the numerical analysis and finite element method are used to analyze the ultimate bearing capacity of Q460 steel columns. The main parameters of the specimen are the aspect ratio (3.4-7.0) and the slenderness ratio (10-130) respectively. The numerical integration method was used to calculate the computer program compiled by the author, and compared with the calculation result of the general finite element program ANSYS. The numerical model takes into account the initial bending of 1/1 000 pillars and the simplified model of the residual stress distribution of the corresponding section. The calculation results show that the finite element method considering the same initial defect is in good agreement with the numerical integration method. Compared with the normal strength steel column, the ultimate bearing capacity of the Q460 high-strength steel flame-cut welded H- Sensitivity decreases, column stability coefficient has increased. By comparing the results of parameter analysis with the current codes, it is found that when the flange width to thickness ratio is not less than 7, the stability factor of the H-shaped column around the weak axis of the Q460 high-strength steel flame cutting edge welding can still be used in “Design Code for Steel Structure” (GB 50017 -2003) in the b type section column curve; when the flange width to thickness ratio is less than 7, should be used c type section column curve.