（3）为验证现有钢-混凝土组合梁抗弯承载力计算公式的适用性，将收集到和

（3）为验证现有钢-混凝土组合梁抗弯承载力计算公式的适用性，将收集到和本文中的部分剪力连接和完全剪力连接的组合T梁以及有限元模型计算结果对SCCT梁极限抗弯性能进行验证，可以得到试验值与理论计算值的误差在7.1%-16.9%范围内，从而验证换算截面法计算SCCT梁的抗弯承载力是准确的。最终通过不利破坏状态下钢板混凝土界面受力特点，推导出不利破坏状态下界面的最大剪力的理论计算公式，进而采用塑性设计方法推导出了不利破坏状态下SCCT梁桥面板的开裂弯矩的理论计算方法。在有限元模型和相关试验数据的验证下，计算结果误差在12%-21%范围内。

(3) To verify the applicability of the existing formula for calculating the bending bearing capacity of steel concrete composite beams, the ultimate bending performance of SCCT beams will be verified by collecting the results of partial and complete shear connection composite T-beams and finite element model calculations in this article. The error between the experimental values and the theoretical calculation values can be found to be within the range of 7.1% -16.9%, thus verifying the accuracy of the conversion section method for calculating the bending bearing capacity of SCCT beams. Finally, based on the stress characteristics of the steel plate concrete interface under unfavorable failure conditions, a theoretical calculation formula for the maximum shear force at the interface under unfavorable failure conditions was derived, and then a theoretical calculation method for the cracking moment of SCCT beam bridge decks under unfavorable failure conditions was derived using plastic design methods. Under the validation of the finite element model and relevant experimental data, the error of the calculation results is within the range of 12% -21%.

(3) In order to verify the applicability of the existing formula for calculating the flexural capacity of steel-concrete composite beams, the ultimate flexural performance of SCCT beams is verified by the collected results of the combined T beams with partial shear connection and complete shear connection and the finite element model in this paper, and the error between the experimental values and the theoretical calculation values is within the range of 7.1%-16.9%, thus verifying that the calculation of flexural capacity of SCCT beams by the converted section method is accurate. Finally, based on the mechanical characteristics of steel plate concrete interface under unfavorable failure state, the theoretical calculation formula of the maximum shear force at the interface under unfavorable failure state is derived, and then the theoretical calculation method of cracking moment of SCCT beam slab under unfavorable failure state is derived by using plastic design method. Verified by the finite element model and related test data, the error of calculation results is in the range of 12%-21%.