基于岩腔后退的危岩断裂破坏分析——以重庆市万州区太白岩危岩为例∗
Fracture Failure Analysis of Unstable Rocks Due to Rock-Cell Retreating—A Case Study of Unstable Rocks in Taibaiyan, Wanzhou District, Chongqing Municipality, China
- 防灾减灾工程学报 2023年43卷第1期 页码：138-148
- 作者机构：
中国地质科学院探矿工艺研究所,四川,成都,611734
- 作者简介：
- 基金信息：国家重点研发计划专项课题(2019YFC1509904)、中国地质调查项目(DD20221745)资助
DOI：
中图分类号： P642.21;O346.1+1;X935-
纸质出版：2023
- 稿件说明：
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周云涛. 基于岩腔后退的危岩断裂破坏分析——以重庆市万州区太白岩危岩为例∗[J]. 防灾减灾工程学报, 2023,43(1):138-148.
周云涛,蔡强,谢忠胜,梁炯.基于岩腔后退的危岩断裂破坏分析——以重庆市万州区太白岩危岩为例∗[J].防灾减灾工程学报,2023,43(1):138-148
摘要
硬质岩体危岩的突发性破坏本质是岩体的脆性断裂破坏。以重庆市万州区太白岩危岩为例，将危岩后缘卸荷裂隙的扩展贯通简化为半无限大板的边缘裂纹断裂问题，建立了卸荷结构面接触与非接触的裂纹断裂力学模型，推导了 I 型裂纹、II 型裂纹应力强度因子以及联合应力强度因子表达式，并基于数值模拟手段提出了危岩结构面正应力与剪应力确定方法。万州太白岩危岩 W10 断裂破坏分析结果表明：危岩崩塌失稳受控于岩腔的深度，岩腔深度加大，后缘卸荷裂隙扩展，其力学机制根据岩腔深度变化表现为拉破坏和拉剪破坏；对于危岩 W10， 裂纹联合应力强度因子随岩腔深度的增大表现出先增加后降低再增大的趋势，I 型裂纹断裂应力强度因子具有与联合应力强度因子相同的变化特征；岩腔深度 3~6 m 以及 9~10 m 内，危岩裂纹主要为拉应力集中状态；岩腔深度 6~9 m 时，危岩裂纹处于拉剪应力状态；当岩腔深度为 3.8 m 时，危岩 W10 发生拉剪断裂破坏，断裂扩展角为 29.5°。
Abstract
The nature of sudden failure of unstable hard rock is brittle fracture. Taking unstable rocks in Taibaiyan， Wanzhou District， Chongqing Municipality， China， as an example， this paper simplified the extension and connection of unloading cracks at the back edge of unstable rock as the edge crack fracture of semi-infinite plate. Then it established the mechanical models of crack fracture， and deduced expressions of stress intensity factors and unite stress intensity factors for model-I crack and model-II crack. Calculation methods of normal stress and shear stress at structural surface of unstable rocks were proposed using numerical simulations. This fracture failure of unstable rock W10 was analyzed， and it can be concluded that unstable rock collapse was controlled by rock-cell depth. When the depth of the rock-cell increased， the unloading fissure at the back edge expanded， and its mechanical mechanisms were tensile failure and tensile shear failure according to the variation of the depth of the rock-cell. For unstable rock W10， the unite stress intensity factor first increased， then decreased and finally increased with rock-cell depth increasing， and the stress intensity factor for model-I crack had the same character- istics as the unite stress intensity factor. When the rock-cell depth was 3-6 m and 9-10 m， crack fracture failure was controlled by concentration tension stress. When the rock-cell depth was 6 meters to 9 me- ters， crack fracture failure was controlled by concentration tension-shear stress； when the rock-cell depth was 3.8 m， unstable rock W10 collapsed and its extension angle was 29.5°.
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references
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