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<p>Stress-induced collapse (hereinafter “SIC” for short), emerging as a new hazard in deep hard rock engineering, poses a significant threat to the stability of underground engineering. Geological survey and microseismic (MS) monitoring are used to analyze various cases of typical SIC in a diversion tunnel, and the failure characteristics, geological conditions of the occurrence&#xa0;region, rock fracture characteristics, stress adjustment characteristics, and development mechanism of the SIC are studied in this paper. SIC usually happens in regions with relatively high rock strength and no or one structural plane. The structural plane does not control the boundaries of the collapse pit, whose interior contains fresh rock surfaces. The bottom of the collapse pit is uneven, with few or no flaky rocks. Due to the three increases in the number of cumulative MS events and the logarithm of cumulative MS energy, the development process of SIC can be divided into three stages: Stage ①, Stage ②, and Stage ③. The fractures progressively advance from the shallow to the deep regions of the surrounding rock throughout the development process. Stress in the collapse region increases at Stage ①, decreases at Stage ②, and increases slightly at Stage ③ again. The primary mode of rock fracture mechanism is tensile fractures, with a minor amount of shear fractures occurring only at Stage ②. This study systematically analyzes the development mechanism behind SICs, laying a theoretical foundation for early warning and support.</p>

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The Staged Development Process and Mechanism of Stress-Induced Collapse in a Deep Hard Rock TBM Tunnel

  • 期刊论文

  • 发表日期：

    2025年4月23日

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  • Zhenhua Wu,
  • Xia-Ting Feng,
  • Rui Kong,
  • Chengxiang Yang,
  • Zhibin Yao

摘要

Stress-induced collapse (hereinafter “SIC” for short), emerging as a new hazard in deep hard rock engineering, poses a significant threat to the stability of underground engineering. Geological survey and microseismic (MS) monitoring are used to analyze various cases of typical SIC in a diversion tunnel, and the failure characteristics, geological conditions of the occurrence region, rock fracture characteristics, stress adjustment characteristics, and development mechanism of the SIC are studied in this paper. SIC usually happens in regions with relatively high rock strength and no or one structural plane. The structural plane does not control the boundaries of the collapse pit, whose interior contains fresh rock surfaces. The bottom of the collapse pit is uneven, with few or no flaky rocks. Due to the three increases in the number of cumulative MS events and the logarithm of cumulative MS energy, the development process of SIC can be divided into three stages: Stage ①, Stage ②, and Stage ③. The fractures progressively advance from the shallow to the deep regions of the surrounding rock throughout the development process. Stress in the collapse region increases at Stage ①, decreases at Stage ②, and increases slightly at Stage ③ again. The primary mode of rock fracture mechanism is tensile fractures, with a minor amount of shear fractures occurring only at Stage ②. This study systematically analyzes the development mechanism behind SICs, laying a theoretical foundation for early warning and support.