Analysis and Calculations for Bearing Capacity of New Composite CFST Pier Columns Under Axial Compression
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摘要: 综合圆钢管和矩形单钢管对混凝土的约束效果,提出矩形内配异心双圆的复式钢管混凝土新型墩柱,首先基于极限平衡理论,将组合柱分成考虑长短边变形屈服差异的矩形外钢管、外钢管约束的夹层混凝土和内部圆钢管混凝土三部分,推导出新型墩柱的轴压承载力计算式。其次利用ABAQUS对墩柱进行三维精细有限元分析,得到新型复式钢管混凝土墩柱和矩形单钢管混凝土轴压短柱的破坏形态和轴压极限承载力,均与试验结果吻合较好;然后分析了新型墩柱构件各部分全过程受力机理,并研究混凝土抗压强度、钢管屈服强度、内钢管同含钢率时直径变化、内钢管径厚比、外钢管宽厚比等参数对该类新型墩柱的极限承载力影响。结果表明:轴压极限承载力随混凝土抗压强度、钢管屈服强度增加而提高,随外钢管宽厚比增加而降低;当内钢管含钢率相同时,内钢管直径增大对内层混凝土约束增强,故墩柱的极限承载力提高,但当内钢管直径增大到一定程度时(约2/3外钢管宽度)对轴压极限承载力影响则不大。复式钢管混凝土墩柱轴压承载力计算结果与有限元模拟值相近,两者比值平均为0.923,比值的均方差为0.046。Abstract: The composite concrete-filled steel tubes (CFST) pier column with the cross-section form of outer rectangular-inner double circular was proposed. The composite column was divided into three parts:the outer rectangular steel tube considering deformation yield differences between the long side and the short side, the interlayer concrete confined by the outer steel tube, and two inner circular CFSTs. According to the limit equilibrium theory, calculation formulas of the axial bearing capacity of the column were derived. Afterwards, the FE ABAQUS was used to simulate the axial compressive tests on the composite columns and the rectangular concrete-filled steel tubular stubs, and the failure modes all were in good agreements with test results. Meanwhile, the force mechanism of each component of the composite column was analyzed, and the validity of the FE models were verified. By changing the compressive strength of concrete, the yield strength of steel tubes, the diameter of inner steel tubes with the same steel ratio, the diameter-thickness ratio of inner steel tubes, and the width-thickness ratio of outer steel tubes, the parametric analysis on the ultimate axial compressive capacity of the composite CFST pier column was carried out. The results showed that the ultimate bearing capacity increased with the increase of compressive strength of concrete and yield strength of steel tubes, and decreased with the increase of width-thickness ratio of outer steel tubes. The increasing diameter of the inner steel tubes resulted in the increase of ultimate bearing capacity. However, when the diameter of the inner steel tubes increased to a certain extent (2/3 of the width of the outer steel tube), it had little influence on the ultimate axial compressive capacity. The average ratio of the ultimate axial compressive capacity obtained from FE simulations to the calculated values was 0.923, and the mean square deviation was 0.046.
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