深部煤巷偏压失稳机理与锚注耦合控制研究.pdf

硕士学位论文 深部煤巷偏压失稳机理与锚注耦合控制研究 Research on the Instability Mechanism and Bolt-Grouting Coupling Control in the Deep-Seated Bias Coal Roadway 作 者马超 导 师韩立军 教授 中国矿业大学 二〇一九年五月 万方数据 学位论文使用授权声明学位论文使用授权声明 本人完全了解中国矿业大学有关保留、使用学位论文的规定，同意本人所撰 写的学位论文的使用授权按照学校的管理规定处理 作为申请学位的条件之一， 学位论文著作权拥有者须授权所在学校拥有学位 论文的部分使用权，即①学校档案馆和图书馆有权保留学位论文的纸质版和电 子版，可以使用影印、缩印或扫描等复制手段保存和汇编学位论文；②为教学和 科研目的，学校档案馆和图书馆可以将公开的学位论文作为资料在档案馆、图书 馆等场所或在校园网上供校内师生阅读、浏览。另外，根据有关法规，同意中国 国家图书馆保存研究生学位论文。 （保密的学位论文在解密后适用本授权书） 。 作者签名 导师签名 年 月 日 年 月 日 万方数据 中图分类号 TD353 学校代码 10290 UDC 624 密 级 公开 中国矿业大学 硕士学位论文 深部煤巷偏压失稳机理与锚注耦合控制研究 Research on the Instability Mechanism and Bolt-Grouting Coupling Control in the Deep-Seated Bias Coal Roadway 作 者 马超 导 师 韩立军 申请学位 工学硕士 培养单位 力学与土木工程学院 学科专业 岩土工程 研究方向 岩石力学与工程 答辩委员会主席 李元海 评 阅 人 蒋斌松 朱珍德 二○一九年五月 万方数据 致致 谢谢 本论文撰写的每一个环节都倾注着韩立军老师精心教导下的无数心血和智 慧，论文从选题、研究资料收集、分析思路制定、论文修订到最终定稿，都是在 韩老师的悉心关怀与指导下完成的，所以在此非常感谢韩老师师从三年，韩老 师优秀的做人品质、严谨的治学态度、开阔的学术视野、渊博的学术水平、精益 求精的工作作风、开拓创新的精神、超前的学术思想、忘我的工作精神给我树立 了良好的榜样和楷模，对我影响颇深，在这三年中，韩老师在学术研究和为人处 世各个方面对我都有了较大的影响，借此论文完成之机，对恩师表示最诚挚的敬 意，祝福恩师和师母身体健康，阖家幸福 在撰写论文与做实验的过程中，我得到了同门师兄弟的大力支持与帮助。感 谢孟庆彬老师在论文指导和生活关怀方面提供的帮助 感谢另外三位同门沙 学伟硕士、李兴权硕士、常家伦硕士在论文撰写阶段对我所提供的帮助与建议 感谢田茂霖博士在实验上给我的指导和帮助感谢毛佩全师弟、许昌毓师弟在实 验上给我的帮助感谢王帅博士、陈帆博士在数值模拟方面给我的帮助感谢所 有的同窗好友在这三年对我的关心，陪我度过了这段难忘的研究生生涯 此外感谢深部岩土力学与地下工程国家重点实验室， 为我们攻读硕士期间提 供了优良的科研环境，还要感谢实验室各位管理人员，在我做实验期间为我提供 了方便让实验得以顺利进行。 另外我还要感谢我的家人。首先要感谢我的父母，感谢你们几十年来的含辛 茹苦，日夜操劳，让我取得了今天的成绩，父爱如山，母爱如水，多年来你们的 无私奉献和默默支持鼓励的恩情，刻骨铭心。感谢我的姐姐，在论文撰写期间对 我的激励和支持关心希望你们永远幸福健康快乐 最后，非常感谢在百忙之中参加论文评审和答辩的各位专家、教授感谢你 们用严谨的学术态度对本论文的不足提供的宝贵意见， 这让我对所研究的内容有 了进一步正确的认识和理解 万方数据 I 摘摘 要要 随着我国煤矿开采深度的不断增加，原岩应力和构造应力不断升高，地质条 件和回采环境也越来越复杂。 深部煤层巷道可能会因为地质构造的影响而受到非 均匀偏压力，比如，倾斜煤岩层地质构造对巷道造成的偏压力；也会由于煤体回 采引起的动态变化的支承压力而使得巷道受到偏压作用， 造成严重的非均称性变 形破坏现象。本文以山西中煤华晋集团王家岭煤矿为工程背景，综合运用了模型 试验、数值模拟、理论分析等方法来分析巷道在偏压作用下的失稳破坏情况。首 先通过室内相似模型试验来揭示偏压作用下巷道的变形破坏特征， 然后借助数值 模拟软件分析了巷道在支承来压引起的偏压力下的非均称性破坏， 归纳了煤巷顶 板可能受到的偏压形式， 并针对每种偏压形式下的巷道破坏特征提出了相应的锚 注方案，最后应用到工程实践中，取得的成果主要有以下几个方面 （1）进行了相似材料模型试验，还原了工程现场中，近水平或倾斜煤岩层 巷道在相邻区段回采引起的支承压力和本区段煤体回采引起的支承压力共同作 用时，巷道上方的偏压受力分布和巷道的变形破坏情况，揭示了偏压作用下巷道 的非均匀变形特征。 （2）借助 3DEC 软件模拟煤体回采，并用 MATLAB 软件绘制出了当煤体回 采不同距离时，巷道及煤柱周围所分布的偏压应力云图，总结了巷道顶板围岩常 见的偏压受力形式有 V 字形偏压、斜线形偏压和屋顶形偏压。 （3）提出了偏压相差系数概念，借助 3DEC 软件模拟分析了每种偏压形式 下，当偏压相差系数变化，即巷道上方所受偏压程度不同时的集中破坏区域及巷 道围岩塑性区开展深度； 通过盒图及非均称指数这两种评价手段分析了偏压程度 越来越大时，三种偏压形式下巷道非均称性变形的演化规律。 （4）提出了“支护待加强区”的概念，确定了每种偏压形式下巷道的“支 护待加强区”，并对巷道进行非对称锚注支护，同时将非对称锚注支护和全断面 锚注支护下围岩的变形控制效果进行对比， 体现出偏压作用下对巷道进行非对称 锚注支护的优越性；偏压形式不同，巷道的破坏规律也不同，为了分析锚注后围 岩力学参数对不同偏压形式下巷道变形的控制效应， 结合正交试验法将锚注后围 岩弹性模量E、内聚力c、内摩擦角等参数对不同偏压下的巷道控制效果进行 了模拟分析。 （5）在王家岭煤矿选取一段距离的巷道进行锚注加固施工，通过现场监测 分析，检验锚注加固的应用效果，并作出锚注效果评估。 该论文有图 108 幅，表 18 个，参考文献 99 篇。 关键词关键词偏压失稳；非均称性变形；锚注耦合；支护待加强区；模型试验 万方数据 II Abstract With the increasing depth of coal mining in China, the original rock stress and tectonic stress will continue to rise, geological conditions and mining environment are becoming more and more complex. Deep seam roadways might be subjected to non-uni eccentric compressive stress due to the influence of geological structure, such as the geological structure of inclined coal seam, It will also be biased because of the time-varying bearing pressure caused by coal mining, and the non-uni deation and destruction of the roadway can be more serious. Taking Wang Jialing Mine of Shanxi Province, China as the engineering background, this paper comprehensively used the s of model tests, theoretical analysis and numerical simulation to analyze the instability and failure of roadway under the biased pressure. Firstly, the indoor similarity model was tested to reveal the deation and failure characteristics of the roadway under the bias pressure, and the non-uni failure of roadway under eccentric pressure caused by abutment pressure in coal mining is emphatically analyzed. At the same time, the s of bias pressure that may occur in the roof of the coal roadway is induced, and the corresponding anchoring and grouting scheme was proposed for the roadway failure under each and applied to engineering practice in the end. The main achievements include the following aspects 1 Similar large-scale model tests were carried out to simulate the distribution of the bias pressure above the roadway and the deation failure of the roadway, caused by simultaneous action of the bearing pressures from horizontal and inclined coal roadways mining in adjacent sections as well as coal body mining in this section on site. The non-uni deation characteristics of roadway under bias pressure were also revealed. 2 With the help of 3DEC discrete element numerical software, the model was established, and the contours of bias pressure distributed around the roadway and coal pillar was drawn with MATLAB software when the coal body was mined at different distances. The common s of the bias pressure in roadway roof were concluded into three types V-shaped bias pressure, oblique bias pressure and roof-shaped pressure. 3 The concept of “bias difference coefficient” was put forward. By using 3DEC software, the concentrated failure area as well as the depth of plastic zone of 万方数据 III roadway surrounding rock was simulated and analyzed under each kind of above when the bias difference coefficient changed. With the increasing degree of the bias pressure, the evolution law of the non-uniity of roadway deation under three s above was analyzed by box chart and the non-uni index. 4 The concept of “supporting strengthening area SSA” was put forward, and determine the SSA of roadway under each of the bias pressure. Asymmetrical bolt-grouting support for the roadway was carried out, which meant that on the basis of the original support, only the SSA was anchored and grouted. Meanwhile, comparing the deation control effects of surrounding rock between asymmetric and full-section bolting-grouting support, the superiority of asymmetric bolting-grouting support was highlighted. When the types of the bias pressure above the roadway surrounding rock are different, the failure rules are also different. In order to analyze the control effect of mechanical parameters of surrounding rock on roadway deation under each of the bias pressure after anchored and grouted, the simulation results of different schemes were analyzed by orthogonal experiment, where the elastic modulusE, the cohesionc or the internal friction angle of surrounding rock was changed. （5）A certain part of roadway was selected for anchoring and grouting construction in Wang Jialing coal mine. Through the on-site monitoring and analysis, the application effect of anchoring and grouting reinforcement was tested and its effect was uated. In this paper, there are 108 figures,18 tables, and 99 references. Keywords bias instability; asymmetric deation; bolt-grouting; supporting strengthening area; the model test 万方数据 IV 目目 录录 摘摘 要要 ..................................................................................................................... I 目目 录录 .................................................................................................................. IV 图图 清清 单单 ........................................................................................................... VIII 表表 清清 单单 ........................................................................................................... XIV 变量注释表变量注释表 ......................................................................................................... XV 1 绪论绪论 .................................................................................................................... 1 1.1 问题提出和研究意义 ....................................................................................... 1 1.2 国内外研究现状............................................................................................... 2 1.3 研究内容及技术路线 ....................................................................................... 7 2 偏压影响效应与巷道变形破坏特征偏压影响效应与巷道变形破坏特征 ................................................................. 10 2.1 偏压的成因及影响 ......................................................................................... 10 2.2 偏压作用下巷道变形破坏特征 ...................................................................... 12 2.3 本章小结 ........................................................................................................ 15 3 深部煤巷偏压失稳变形深部煤巷偏压失稳变形演化演化特特征的试验研究征的试验研究 ................................................. 16 3.1 建立相似模型 ................................................................................................ 16 3.2 相似材料的选取与配合比确定 ...................................................................... 17 3.3 模型试验加载 ................................................................................................ 22 3.4 模型试验结果分析 ......................................................................................... 29 3.5 本章小结 ........................................................................................................ 46 4 深部煤巷偏压失稳变形演化规律深部煤巷偏压失稳变形演化规律的的数值模拟研究数值模拟研究 .......................................... 48 4.1 工程地质特征 ................................................................................................ 48 4.2 支承压力影响下巷道围岩的偏压类型 ........................................................... 49 4.3 各类型偏压形式下煤巷变形破坏特征 ........................................................... 57 4.4 倾斜地质构造对煤巷造成的偏压力分析 ....................................................... 71 4.5 本章小结 ........................................................................................................ 75 5 偏压煤巷锚注耦合支护控制研究偏压煤巷锚注耦合支护控制研究 .................................................................... 77 5.1 锚注耦合控制机理 ......................................................................................... 77 5.2 偏压煤巷非对称锚注耦合支护控制研究 ....................................................... 78 万方数据 V 5.3 锚注耦合控制参数影响效应 .......................................................................... 91 5.4 本章小结 ...................................................................................................... 100 6 偏压巷道偏压巷道锚注加固锚注加固工程实践工程实践 .......................................................................... 102 6.1 锚注加固方案 .............................................................................................. 102 6.2 锚注加固监测及结果分析 ........................................................................... 104 6.3 本章小结 ...................................................................................................... 107 7 结论与展望结论与展望 .................................................................................................... 108 7.1 结论 ............................................................................................................. 108 7.2 展望 ............................................................................................................. 109 参考文献参考文献 ............................................................................................................ 110 作者简历作者简历 ............................................................................................................ 116 学位论文原创性声明学位论文原创性声明 ......................................................................................... 117 学位论文数据表学位论文数据表 ................................................................................................. 118 万方数据 VI C Contentsontents Abstract ................................................................................................................ II Contents ............................................................................................................... VI List of Figures .................................................................................................. VIII List of Tables .................................................................................................... XIV List of Variables ................................................................................................. XV 1 Introduction........................................................................................................ 1 1.1 Research Introduction ........................................................................................ 1 1.2 Research Status at Home and Abroad ................................................................. 2 1.3 Research Content and Technical Route .............................................................. 7 2 Influence of Bias Pressure and Deation and Failure Characteristics of the Deep Roadway ..................................................................................................... 10 2.1 Causes and Effects of the Bias Pressure ........................................................... 10 2.2 Characteristic of Deation and Failure of Roadway under the Bias-pressure12 2.3 Chapter Summary ............................................................................................ 15 3 Experimental Research on the Bias Instability Deation Characteristics in Deep Coal Roadway ............................................................................................ 16 3.1 Building Similarity Model ............................................................................... 16 3.2 Selection of Similar Materials and Determination of Proportion Scheme ......... 17 3.3 Model Test Loading ......................................................................................... 22 3.4 Analysis of the Model Test Results .................................................................. 29 3.5 Chapter Summary ............................................................................................ 46 4 Numerical Simulation Research on the Evolution Law of Bias Instability Deation in Deep Coal Roadway ................................................................... 48 4.1 Engineering Geological Characteristics ........................................................... 48 4.2 Types of Bias Pressure in Roadway Surrounding Rock Affected by Bearing Pressure ................................................................................................................ 49 4.3 Deation and Failure Characteristics of Coal Roadway under Each Types of Bias Pressure ........................................................................................................ 57 万方数据 VII 4.4 Analysis of bias pressure in coal roadway causing by inclined geological structure ................................................................................................................ 71 4.5 Chapter Summary .................................................