为解决富水破碎地层双护盾TBM掘进过程中围岩稳定性控制难度大、易诱发突水涌泥和过大沉降等难题，基于渗流-应力耦合机制，构建地层-TBM支护体系的精细化三维数值模型，涵盖围岩、盾壳、管片及同步注浆层等关键组成部分，系统模拟双护盾TBM掘进全过程，解析双护盾TBM掘进过程中渗流场-应力场动态耦合作用，揭示隧道围岩孔隙水压力分布和地表沉降演化规律。在此基础上，提出协同控制方案，并进行工程实测验证。结果表明： 1）沿掘进方向距隧道轴线3 m范围内形成孔压显著扰动区，呈拱形分布且最大压力梯度出现在盾尾后方2~3环； 〖2）垂向11~12 m地层交界处出现水力跃变现象，证实层间渗透系数差异诱发的水压积聚效应； 3）横断面地表沉降曲线符合Peck分布，最大沉降量为4.3 mm； 4）基于围岩变形演化特征提出注浆参数优化、差异化衬砌设计和TBM掘进参数设定的协同控制方案，经工程实测，可将地表沉降控制在4.3 mm以内，有效控制地表沉降和围岩大面积破坏，提升隧道围岩稳定性。

Tunneling through water-rich fractured strata with double-shield tunnel boring machines (TBMs) presents considerable challenges to surrounding rock stability, leading to water inrush, mud gushing, and excessive settlement. Therefore, to address these challenges, a refined three-dimensional numerical model of the ground-TBM support system incorporating the surrounding rock, shield shell, segments, and synchronous grouting layer, is established and based on the seepage-stress coupling mechanism. This model systematically simulates the entire double-shield TBM tunneling, analyzing the dynamic coupling between the seepage and stress fields, and reveals the distribution of pore water pressure within the surrounding rock and evolution pattern of surface settlement. Subsequently, a collaborative control scheme is proposed and validated with field measurements. Our findings are summarized as follows: (1) A notable archshaped pore pressure disturbance zone, approximately 3 m of the tunnel axis, is observed along the excavation direction. The maximum pressure gradient occurs 2－3 rings behind the shield tail. (2) A hydraulic jump is identified at the stratigraphic interface, 11－12 m in the vertical direction, confirming water pressure accumulation due to differences in interlayer permeability coefficients. (3) Transverse ground settlement curves follow Peck distribution, with a 4.3 mm maximum settlement. (4) Based on the deformation characteristics of the surrounding rock, a collaborative control scheme including optimized grouting parameters, differentiated lining design, and specific TBM excavation parameter settings is proposed. Field measurements demonstrate that this scheme can control ground surface settlement within 4.3 mm, effectively mitigating largescale failure of the surrounding rock and enhancing rock stability.