岩质边坡水力劈裂机理研究

张涵; 尹超; 王章华; 赵兴奎; 王绍平; 田文波

doi:10.13204/j.gyjzG22032813

岩质边坡水力劈裂机理研究

doi: 10.13204/j.gyjzG22032813

张涵¹,
尹超^1, ,,
王章华²,
赵兴奎³,
王绍平⁴,
田文波⁵

1. 山东理工大学建筑工程学院, 山东淄博 255049;
2. 山东科正工程项目管理有限公司, 山东东营 257300;
3. 山东东泰工程咨询有限公司, 山东淄博 255000;
4. 日照城投建设集团有限公司, 山东日照 276800;
5. 山东省第八地质矿产勘查院, 山东日照 276800

基金项目:

国家自然科学基金项目（51808327）；山东省自然科学基金项目（ZR2019PEE016）。

详细信息

作者简介:
张涵,男,1998年出生,硕士研究生,20402010136@stumail.sdut.edu.cn。

通讯作者:
尹超,男,博士,副教授,硕士生导师,yinchao1987611@163.com。

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出版历程
- 收稿日期: 2022-03-28

Study on Hydraulic Fracturing Mechanisms of Rock Landslides

1. School of Civil and Architecture Engineering, Shandong University of Technology, Zibo 255049, China;
2. Shandong Kezheng Project Management Co., Ltd., Dongying 257300, China;
3. Shandong Dongtai Engineering Consulting Co., Ltd., Zibo 255000, China;
4. Rizhao City Construction Investment Group Co., Ltd., Rizhao 276800, China;
5. The 8th Institute of Geology & Mineral Explortation of Shandong Province, Rizhao 276800, China

摘要

摘要: 水力劈裂会导致岩体失稳破坏，是诱发岩质滑坡的重要原因。采用水泥砂浆试件模型试验和ABAQUS软件数值模拟了岩体水力劈裂阶段性破坏的过程，揭示其水力劈裂机理。以国道G205乐疃—青石关段某岩质边坡为例，通过数值模拟开展了高地下水压力作用下滑坡发生研究，再现了边坡失稳破坏的全过程。结果表明：试件发生水力劈裂时，裂缝面水压迅速下降但未完全贯通且试件仍存在一定的残余强度，结合数值模拟证实岩体水力劈裂是一种准脆性破坏，破坏过程包括静力阶段、微裂缝扩展阶段和宏观裂缝形成阶段；模拟岩质边坡现有危岩体3处，其中WYT3在暴雨工况和地震工况下处于不稳定状态；其在高水头压下的裂缝扩展经历了缓慢发展阶段、快速发展阶段和贯通阶段，缓慢发展阶段历时最长，裂缝贯通后边坡发生失稳破坏。
- 岩质滑坡 /
- 水力劈裂 /
- 模型试验 /
- 数值模拟 /
- 破坏机理
Abstract: Hydraulic fracturing can cause instability and failure of rock masses, which is an important reason for inducing rock landslide. The failure process of rock masses caused by hydraulic fracturing was tested with cement mortar specimens and simulated by ABAQUS Software to reveal the hydraulic fracturing mechanism. Taking a rock slope in Letuan-Qingshiguan section of the national road G205 as an example, the landslide occurrence under high groundwater pressure was studied by numerical simulations, and the whole process of slope instability and failure reappeared. The results indicated that when the hydraulic fracturing occured, the water pressure on the fracture plane decreaseed rapidly but cracks were not through the plane, and there was still a little of residual strength for specimens. Combined with numerical simulations, it was confirmed that the hydraulic fracturing of rock masses was quasi-brittle failure, which included static stage, micro-crack propagation stage and macro-crack formation stage. There were three dangerous rock masses in the simulated rock slope, in which WYT3 was unstable in rainstorm and earthquake conditions. The crack developed in three stages under high water head pressure including slow developing, rapid developing, and propagating through stages. The slow development stage lasted longest, and the slope was unstable after the crack propagated through.
- rock landslide /
- hydraulic fracturing /
- model test /
- numerical simulation /
- failure mechanis

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