为更合理地设置富水复合地层盾构隧道开挖面支护力，保障盾构隧道安全掘进，基于极限上限法分析原理和相关联流动法则，构建水平层状地层盾构隧道开挖面分段对数螺旋线破坏机构，建立多层水平层状富水地层盾构开挖面稳定性极限上限法分析和极限支护力计算方法，并开展参数分析； 并进一步依托实际工程，将理论计算方法、数值模拟与工程实践测试进行对比。结果表明： 1）从隧道底部自下而上，土体参数对极限支护力的影响不断减小； 2）与传统的地层均质化处理方法相比，考虑地层分层的破坏机构能够较好地表达多层复合地层盾构开挖面的破坏机制； 3） 考虑开挖面的变形控制，推荐将本文计算结果乘以1.5倍的安全系数作为土舱压力值。

The rational setting of excavation face support pressure is a prerequisite for ensuring the safe advancement of shield tunneling and maintaining excavation face stability. Based on the analysis principle of limit and upper limit method and associated flow law, the segmented logarithmic helix failure mechanism of horizontal stratified shield tunnel excavation face is constructed, the limit and upper limit method of stability analysis and limit support force calculation of multilayer horizontal stratified water-rich stratum shield excavation face are established, and the parameters are analyzed. Furthermore, based on an actual engineering project, the results of theoretical calculations, numerical simulations, and practical tests are compared. The findings indicate that: (1) The influence of soil parameters on the ultimate support pressure decreases from tunnel bottom to top. (2) Compared to the traditional homogenization method, considering the stratification of layers provides a better representation of the failure mechanism in the excavation face of a shield in multilayer composite soil. (3) For deformation control of the excavation face, it is recommended to multiply the calculated results in this study by a safety factor of 1.5 as the soil chamber pressure.