A new type of prefabricated abutment with a weak connection is proposed. The longitudinal load (like banking force, earth pressure) distribution of this new type of prefabricated abutment was analyzed based on the hinge-joined slab method. A simplified method for calculating the stiffness parameters of the panels was introduced. The influence lines of the longitudinal load on the prefabricated abutment of an actual bridge were calculated by using the proposed theoretical method and finite element method. The comparison between theoretical calculation and simulation results shows that the theoretical calculation method proposed in this paper is correct. In order to investigate the influence of the different thicknesses of the cap beam and dimensions of prefabricated panels on the calculation error of the theoretical calculation method. The influence lines of the prefabricated abutments with different parameters were calculated theoretically and simulated. All calculation errors of the central values of influence lines were less than 20% when the thickness of the cap beam changes from 0.8 to 2.4 m, the errors were all less than 10% when the thickness of the cap beam was 1.2–1.575 m. This calculation further verified that the theoretical calculation method proposed in this paper is suitable for longitudinal load distribution of a weakly connected Prefabricated bridge abutment. It provides a reference for the design and theoretical calculation of prefabricated abutment.

提出了一种新型的弱连接预制基台。基于铰接板法分析了这种新型预制桥台的纵向荷载（如倾斜力、土压力）分布。介绍了一种计算面板刚度参数的简化方法。利用所提出的理论方法和有限元方法计算了实际桥梁预制桥台纵向荷载的影响线。理论计算与仿真结果的对比表明，本文提出的理论计算方法是正确的。为研究不同盖梁厚度和预制板尺寸对理论计算方法计算误差的影响。对不同参数的预制桥台影响线进行了理论计算和模拟。盖梁厚度从0.8~2.4 m变化时，影响线中心值的计算误差均小于20%，盖梁厚度为1.2~1.575 m时，误差均小于10%。该计算进一步验证了本文提出的理论计算方法适用于弱连接装配式桥台的纵向荷载分布。为预制基台的设计和理论计算提供参考。盖梁厚度从0.8~2.4 m变化时，影响线中心值的计算误差均小于20%，盖梁厚度为1.2~1.575 m时，误差均小于10%。该计算进一步验证了本文提出的理论计算方法适用于弱连接装配式桥台的纵向荷载分布。为预制基台的设计和理论计算提供参考。盖梁厚度从0.8~2.4 m变化时，影响线中心值的计算误差均小于20%，盖梁厚度为1.2~1.575 m时，误差均小于10%。该计算进一步验证了本文提出的理论计算方法适用于弱连接装配式桥台的纵向荷载分布。为预制基台的设计和理论计算提供参考。