为揭示层理面倾角对深埋软硬互层岩体输水隧洞围岩稳定性的影响机制，进而针对性设计支护方案，采用有限离散元法（FDEM）完成泥岩、砂岩及层理面细观参数标定； 构建0°~90°不同层理面倾角数值模型，系统开展层理面倾角对围岩变形、应力演化及破坏特征的影响规律研究； 最后，基于数值分析结果优化现场支护方案并开展实时监测。结果表明： 1）缓倾角（≤30°）与陡倾角（≥75°）时软岩区拉应力集中、裂纹发育剧烈，围岩稳定性差； 中等倾角（45°~60°）时围岩应力分布均匀、软硬岩层协同承载能力强，60°倾角时围岩稳定性最优； 层理面倾角通过改变围岩承载路径与层间约束，使围岩拉应力区呈“大-小-大”3段式分布。2）输水工况下裂隙渗流量表现为瞬时尖峰、短暂回落、二次峰值、逐步衰减的变化特征，软岩主导渗流通道发育，硬岩可起到隔水屏障作用。3）基于围岩差异化变形特征，提出软岩强支护、硬岩简支护、层理面重点锁固的非对称联合支护方案，将该支护方案应用于引汉济渭某输水隧洞工程中，围岩最大变形约为48 mm，40 d后变形收敛，洞段无渗漏、剥落现象，支护控制效果达标。

To elucidate the mechanism by which the bedding plane dip angle influences the stability of the surrounding rock in deep softhard interbedded water conveyance tunnels, and to develop targeted support schemes, the finitediscrete element method was used to calibrate the mesoscopic parameters of mudstone, sandstone, and the bedding planes. Numerical models with bedding dip angles ranging from 0° to 90° were constructed to systematically examine the influence of the bedding dip angle on deformation of the surrounding rock, stress evolution, and failure characteristics. Based on the results of numerical analysis, the onsite support scheme was optimized, and realtime monitoring was implemented. The findings are as follows: (1) In soft rock zones, tensile stress concentration and significant crack development occur at gentle dip angles (≤30°) and steep dip angles (≥75°), resulting in poor stability of the surrounding rock. In contrast, at moderate dip angles (45°－60°), the stress distribution in the surrounding rock is uniform, and the cooperative load-bearing capacity of the soft and hard rock layers is robust; the stability is optimal at a dip angle of 60°. The bedding dip angle modifies the load-bearing path and interlayer constraints, causing the tensile stress zone in the surrounding rock to exhibit a three-stage distribution characterized as “large-small-large”. (2) Under water conveyance conditions, the fracture seepage flow is characterized by an instantaneous peak, brief decline, secondary peak, and gradual attenuation; soft rock primarily governs the development of seepage channels, whereas hard rock serves as a water barrier. Based on the differential deformation characteristics of the surrounding rock, an asymmetric combined support scheme is proposed, which includes strong support for soft rock, simple support for hard rock, and key locking of the bedding planes. Engineering monitoring indicated that the maximum deformation of the surrounding rock reached approximately 48 mm. Convergence was observed after 40 days, and no leakage or spalling phenomena were detected in the tunnel section. The support control measures effectively meet the established requirements.