Comparison of load-displacement curves for active deformations.

Comparison of load-displacement curves for active deformations.</p

Supplement data about the drawings in this manuscript.

Supplement data about the drawings in this manuscript.</p

Numerical simulation load-displacement curve of pressure-relief joint.

Numerical simulation load-displacement curve of pressure-relief joint.</p

Time-history curve of surrounding rock pressure at monitoring section.

Time-history curve of surrounding rock pressure at monitoring section.</p

Time-history curve of support convergence displacement at monitoring section.

Time-history curve of support convergence displacement at monitoring section.</p

Time-history curve of internal force of steel frame at monitoring section.

Time-history curve of internal force of steel frame at monitoring section.</p

Pressure-relief joint sample map.

To address the problem of large deformations in weak surrounding rock tunnels under high ground stress, which cause damage to initial support structures, this study proposes a novel type of circumferential pressure-relief joint based on the concept of relieving deformation pressure of the surrounding rock. Key parameters of the pressure-relief joint, such as initial bearing capacity peak, constant bearing capacity, and allowable pressure-relief displacement, were obtained through numerical simulations and laboratory experiments. A comparison was made between the mechanical characteristics of rigid joints and the new type of pressure-relief joint. The applicability of the pressure-relief joint was verified through field tests, monitoring the surrounding rock pressure, internal forces in the steel frames, and the convergence displacement of the support structure. The results show that: (1) In the elastic stage, the stiffness of the new pressure-relief joint is similar to that of rigid joints. In the plastic stage, rigid joints fail directly, whereas the pressure-relief joint can control deformation and effectively release the deformation pressure of the surrounding rock while providing a constant bearing capacity. (2) The right arch foot in the experiment had poor rock quality, leading to high stress in the steel frame and significant horizontal displacement. After the deformation of the pressure-relief joint, the stress in the surrounding rock and steel frame significantly reduced, and the rate of horizontal deformation of the support structure slowed down. (3) The vertical and horizontal final displacements of the pressure-relief joint in the experiment were 61mm and 15mm, respectively, which did not exceed the allowable deformation values. The components of the support structure remained intact, ensuring safety. However, this study has limitations: the design of the new pressure-relief joint only allows for a vertical deformation of 150mm and a horizontal deformation of 50mm, limiting the range of pressure-relief deformation.</div

Pressure-relief joint deform.

(a) The first stage, (b) The second stage, (c) The third stage.</p

Destruction diagram of the original initial support structure.

(a)Cracked concrete, (b)Steel frame is crushed, (c)Invade limit of the left steel frame, (d)Right steel frame intrusion limit, (e)Damage to the overall structure.</p

Schematic diagram of the structure of the pressure-relief joint.

Schematic diagram of the structure of the pressure-relief joint.</p