双钢板-混凝土组合剪力墙中钢板局部稳定性能有限元分析

Finite element analysis of local buckling behavior of steel plates in concrete-filled double steel plate composite shear walls

采用ABAQUS有限元软件对双钢板-混凝土组合剪力墙中外包钢板的局部屈曲行为进行了有限元模拟,分析外包钢板在轴压作用下的局部屈曲和屈曲后的受力性能。共开展了15个模型的有限元分析,模型的变化参数包括钢板的宽厚比和对拉钢筋的列数。分析结果表明:对于列间距和行间距相同的对拉钢筋布置方案,钢板局部屈曲始终发生在相邻两对拉钢筋之间;钢板发生屈曲后,与屈曲位置相邻的对拉钢筋承受较大的拉力,且对拉钢筋拉力随着对拉钢筋间距的减小而增大;增加对拉钢筋列数和减小钢板宽厚比可有效改善外包钢板的局部稳定性能,提高钢板的承载能力和变形能力;相比点约束,线约束对钢板局部屈曲的约束更为有效;无对拉钢筋模型、单列对拉钢筋模型和双列对拉钢筋模型达到屈服强度(345 MPa)所需的最小宽厚比分别为25、30和37.5。

ABAQUS was used to analyze the local buckling and post-buckling behavior of steel plates in concrete-filled double steel plate composite shear walls under axial compression. Finite element analyses of 15 models with varying width-to-thickness ratios and rebar columns were carried out. The results indicate that local buckling of steel plates always occurs between the neighboring rebar for the rebar layout of equal spacing in two orthotropic directions. After the steel plates buckle,the rebar adjacent to the buckling position withstands great tensile forces,and the tensile forces increase with the decrease of the rebar spacing. Increasing the rebar columns and decreasing the width-tothickness ratio of the steel plates can effectively improve the local stability of the steel plates,and thus improve the strength and deformation capacity of the steel plates. Compared to the point constraint,line constraint is more effective for restraining the plate buckling. The minimum width-to-thickness ratios for reaching the yield strength of 345 MPa are25,30 and 37. 5 for the zero-column,one-column and two-column models,respectively.