The axial compressive experiments were carried out on 21 welded composite T-shaped concrete-filled steel tubular columns, and 395 finite element models were established for parameter calculation. The calculating formula of axial compressive bearing capacity of welded composite T-shaped concrete-filled steel tubular columns is established. The results show that three typical failure modes were found: middle buckling, end local buckling, and integral bending. When the slenderness ratio λ exceeds the elastic instability limit λ_p, the axial stress of steel is lower than yield strength f_y, and the axial stress of core concrete is lower than axial compressive strength f_c. Increasing the thickness of steel has a more obvious effect on increasing the axial compressive bearing capacity of specimen. The theoretical calculating formula can effectively predict the axial compressive bearing capacity, and the theoretical calculation is partial to safety. The average ratio of axial compressive bearing capacity of the theoretical calculation to the experimental is 0.909, and the standard deviation is 0.075. The average ratio of axial compressive bearing capacity of the finite element calculation to the experimental is 0.957, and the standard deviation is 0.045. The average ratio of axial compressive bearing capacity of the theoretical calculation to the finite element calculation is 0.951, and the standard deviation is 0.039.

对21根T形钢管混凝土组合焊接梁进行了轴向压缩试验，建立了395个有限元模型进行参数计算。建立了焊接复合T形钢管混凝土柱轴压承载力的计算公式。结果表明，发现了三种典型的失效模式：中间屈曲，端部局部屈曲和整体弯曲。当长细比λ超过弹性极限的不稳定λ _p，钢的轴向应力大于屈服强度低˚F _ÿ，和混凝土芯的轴向应力大于轴向抗压强度较低˚F _Ç。增加钢的厚度对增加试样的轴向压缩承载力有更明显的影响。该理论计算公式可以有效地预测轴向压缩承载力，并且该理论计算对安全性是部分的。理论计算值与实验值的平均轴向压缩承载力之比为0.909，标准偏差为0.075。有限元计算与实验的平均轴向压缩承载力之比为0.957，标准偏差为0.045。理论计算值与有限元计算值的平均轴向压缩承载力之比为0.951，标准偏差为0.039。