The surrounding rock often show obvious rheological characteristics when tunneling in high geostress environment, accompanied by large deformation, slow convergence and increasing support pressure. “Yielding-resistance combination” support inspired by the concept of NATM is widely employed in squeezing tunnels which has been successfully implemented to control the large deformation in many high geostress soft rock tunnels. However, some failure cases indicate that all kinds of “yielding-resistance combination” support strategies are not universally applicable to all squeezing tunnels. To seek an effective support strategy for squeezing tunnels, different kinds of “yielding – resistance combination” supports are summarized into three categories, i.e., “yield before resist” support, “yield – resist” support, and “control – yield – resist” support, which are simplified to different stress paths. A simplified two-stage calculation method, referring the first stage “yielding stage” and the second stage “resist stage”, is proposed to derive the time-dependent rock stresses, strains, displacements, displacement rates, and support pressures based on Mohr-Coulomb (MC) criterion and the generalized Zhang-Zhu (GZZ) strength criterion, respectively. Results show that the deformability of plastic rock will be underestimated if the stress path is not considered, the calculated rock displacement will be larger if the actual stress path is considered. The duration of the first stage $t_0$, the deformation at the first stage $\mathrm{\Delta }{u}_0$ and the primary support pressure $p_{\mathrm{i}0}$, and the allowable displacement rate ${\dot{u}}_{\mathrm{c}}$ are major parameters for the design of tunnel support in squeezing rocks. The allowable displacement rate ${\dot{u}}_{\mathrm{c}}$ cannot be very high to ensure the stability of permanent support at the second stage. However, the construction period would be long if the allowable displacement rate ${\dot{u}}_{\mathrm{c}}$ is very low which would increase the construction cost. It is suggested that the duration of the first stage $t_0$ be as short as possible if a relatively low value of ${\dot{u}}_{\mathrm{c}}$ is ensured.

高地应力环境下​​掘进时，围岩往往表现出明显的流变特征，变形大，收敛缓慢，支护压力增大。受NATM概念启发的“屈服-阻力组合”支护被广泛应用于挤压隧道中，并已成功实施，以控制许多高地应力软岩隧道的大变形。然而，一些失败案例表明，各种“屈服-阻力组合”的支护策略并非普遍适用于所有的挤压隧道。为寻求有效的挤压隧道支撑策略，将不同类型的“屈服-阻力组合”支撑归纳为三类，即“屈服前阻力”支撑、“屈服-阻力”支撑和“控制-屈服-阻力”支撑。支持，它们被简化为不同的应力路径。提出了一种简化的两阶段计算方法，参考第一阶段“屈服阶段”和第二阶段“抵抗阶段”，基于Mohr-分别是库仑 (MC) 准则和广义张-朱 (GZZ) 强度准则。结果表明，如果不考虑应力路径，塑性岩石的变形能力会被低估，如果考虑实际应力路径，计算出的岩石位移会更大。第一阶段持续时间 应变、位移、位移率和支撑压力分别基于 Mohr-Coulomb (MC) 准则和广义 Zhang-Zhu (GZZ) 强度准则。结果表明，如果不考虑应力路径，塑性岩石的变形能力会被低估，如果考虑实际应力路径，计算出的岩石位移会更大。第一阶段持续时间 应变、位移、位移率和支撑压力分别基于 Mohr-Coulomb (MC) 准则和广义 Zhang-Zhu (GZZ) 强度准则。结果表明，如果不考虑应力路径，塑性岩石的变形能力会被低估，如果考虑实际应力路径，计算出的岩石位移会更大。第一阶段持续时间${吨}_0$, 第一阶段的变形 $\mathrm{\Delta }{你}_0$ 和主要支撑压力 ${磷}_{\mathrm{一世}0}$, 允许位移率 ${\dot{你}}_{\mathrm{C}}$是挤压岩石隧道支护设计的主要参数。允许位移率${\dot{你}}_{\mathrm{C}}$不能很高，以保证第二阶段永久支撑的稳定性。但是，如果允许位移率，则施工周期会很长${\dot{你}}_{\mathrm{C}}$非常低，这会增加建设成本。建议第一阶段的持续时间${吨}_0$ 如果相对较低的值，则尽可能短 ${\dot{你}}_{\mathrm{C}}$ 得到保证。