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<p>The shear properties and permeability of rock–concrete interfaces are critical for the stability of tunnels and underground support structures. A rock–concrete interface shear-seepage test system under high pore pressure was independently designed, and granite–concrete interface triaxial shear tests were conducted under hydromechanical coupling conditions. The results indicate that the interface undergoes five distinct stages during shear-seepage coupling: crack closure, elastic deformation, unstable crack propagation, sliding failure, and post-peak degradation. Under low normal stress, interface fracturing leads to a noticeable stress drop before peak stress, a phenomenon less pronounced at higher normal stress conditions. Both fracture stress and peak stress exhibit a linear increase with effective normal stress, while shear stiffness follows a power-law relationship with effective stress. Permeability initially decreases and then increases as shear strain increases, with peak permeability lagging behind peak strength. During shear-seepage coupling, permeability is governed by interface aperture, roughness, and filling properties. Notably, permeability shows a linear correlation with aperture both before and after interface failure. The mechanical properties of granite and concrete significantly influence interface shear strength, and increased pore pressure enhances granite interface wear. Interface roughness and wear, both before and after failure, are primarily controlled by the geometric features of the granite interface, with wear concentrated at the initial shear position.</p>

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Experimental Investigation on Triaxial Shear Property and Permeability of Concrete–Rock Interface Under Hydromechanical Coupling

  • 期刊论文

  • 发表日期：

    2025年6月30日

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  • Yanni Zheng,
  • Sheng Zhang,
  • Mingfeng Lei,
  • Chenghua Shi,
  • Zhinan Lin,
  • Chaojun Jia

摘要

The shear properties and permeability of rock–concrete interfaces are critical for the stability of tunnels and underground support structures. A rock–concrete interface shear-seepage test system under high pore pressure was independently designed, and granite–concrete interface triaxial shear tests were conducted under hydromechanical coupling conditions. The results indicate that the interface undergoes five distinct stages during shear-seepage coupling: crack closure, elastic deformation, unstable crack propagation, sliding failure, and post-peak degradation. Under low normal stress, interface fracturing leads to a noticeable stress drop before peak stress, a phenomenon less pronounced at higher normal stress conditions. Both fracture stress and peak stress exhibit a linear increase with effective normal stress, while shear stiffness follows a power-law relationship with effective stress. Permeability initially decreases and then increases as shear strain increases, with peak permeability lagging behind peak strength. During shear-seepage coupling, permeability is governed by interface aperture, roughness, and filling properties. Notably, permeability shows a linear correlation with aperture both before and after interface failure. The mechanical properties of granite and concrete significantly influence interface shear strength, and increased pore pressure enhances granite interface wear. Interface roughness and wear, both before and after failure, are primarily controlled by the geometric features of the granite interface, with wear concentrated at the initial shear position.