深部巷道围岩稳定性安全控制原理与应用研究.pdf

分类号分类号TD353TD353密密级级 公公开开 U D CU D C 单位代码单位代码 1042410424 学学 位位 论论 文文 深部巷道围岩稳定性安全控制原理与应用研究深部巷道围岩稳定性安全控制原理与应用研究深部巷道围岩稳定性安全控制原理与应用研究 深部巷道围岩稳定性安全控制原理与应用研究 李李伟伟 申请学位级别申请学位级别博士学位博士学位专业专业名名称称安全技术及工程安全技术及工程 指导教师姓名指导教师姓名程程 久久 龙龙职职称称教教授授 山山 东东 科科 技技 大大 学学 二零零九年十二月二零零九年十二月 论文题目论文题目论文题目 论文题目 深部巷道围岩稳定性安全控制原理与应用研究深部巷道围岩稳定性安全控制原理与应用研究深部巷道围岩稳定性安全控制原理与应用研究 深部巷道围岩稳定性安全控制原理与应用研究 作者姓名作者姓名作者姓名 作者姓名 李李伟伟入学时间入学时间入学时间 入学时间 200520052005 2005 年年 9 9 9 9 月月 专业名称专业名称专业名称 专业名称 安全技术及工程安全技术及工程 研究方向研究方向研究方向 研究方向 矿山安全工程矿山安全工程 指导教师指导教师指导教师 指导教师 程久龙程久龙职职职 职 称称称 称 教教授授 孙春江孙春江教授级高工教授级高工 论文提交日期论文提交日期论文提交日期 论文提交日期 200920092009 2009 年年 121212 12 月月 论文答辩日期论文答辩日期论文答辩日期 论文答辩日期 201020102010 2010 年年月月日日 授予学位日期授予学位日期授予学位日期 授予学位日期 SAFETYSAFETYSAFETY SAFETY CONTROLCONTROLCONTROL CONTROL THEORYTHEORYTHEORY THEORY ANDANDAND AND APPLICATIONAPPLICATIONAPPLICATION APPLICATION ONONON ON THETHETHE THE STABILITYSTABILITYSTABILITY STABILITY OFOFOF OF SURROUNDINGSURROUNDINGSURROUNDING SURROUNDING ROCKROCKROCK ROCK MASSMASSMASS MASS INININ IN DEEPDEEPDEEP DEEP MINEMINEMINE MINE ROADWAYSROADWAYSROADWAYS ROADWAYS A A A A DissertationDissertationDissertation Dissertation tedtedted ted ininin in fulfillmentfulfillmentfulfillment fulfillment ofofof of thethethe the requirementsrequirementsrequirements requirements ofofof of thethethe the degreedegreedegree degree ofofof of DOCTORDOCTORDOCTOR DOCTOR OFOFOF OF PHILOSOPHYPHILOSOPHYPHILOSOPHY PHILOSOPHY fromfromfrom from ShandongShandongShandong Shandong UniversityUniversityUniversity University ofofof of ScienceScienceScience Science andandand and TechnologyTechnologyTechnology Technology b b b b y y y y LiLiLi Li WeiWeiWei Wei SupervisorSupervisorSupervisor Supervisor ProfessorProfessorProfessor Professor ChengChengCheng Cheng JiulongJiulongJiulong Jiulong CollegeCollegeCollege College ofofof of NaturalNaturalNatural Natural ResourcesResourcesResources Resources andandand and EnvironmentalEnvironmentalEnvironmental Environmental EngineeringEngineeringEngineering Engineering DecemberDecemberDecember December 200920092009 2009 声声明明 本人呈交给山东科技大学的这篇博士学位论文，除了所列参考文献和世所公本人呈交给山东科技大学的这篇博士学位论文，除了所列参考文献和世所公认认 的文献外，全部是本人在导师指导下的研究成果。该论文资料尚没有呈交于其它的文献外，全部是本人在导师指导下的研究成果。该论文资料尚没有呈交于其它 任何学术机关作鉴定。任何学术机关作鉴定。 博士生签名博士生签名 日日期期 AFFIRMATIONAFFIRMATIONAFFIRMATION AFFIRMATION I I I I declaredeclaredeclare declare thatthatthat that thisthisthis this dissertation,dissertation,dissertation, dissertation, tedtedted ted ininin in fulfillmentfulfillmentfulfillment fulfillment ofofof of thethethe the requirementsrequirementsrequirements requirements forforfor for thethethe the awardawardaward award ofofof of DoctorDoctorDoctor Doctor ofofof of PhilosophyPhilosophyPhilosophy Philosophy ininin in ShandongShandongShandong Shandong UniversityUniversityUniversity University ofofof of ScienceScienceScience Science andandand and Technology,Technology,Technology, Technology, is is is is whollywhollywholly wholly mymymy my ownownown own workworkwork work unlessunlessunless unless referencedreferencedreferenced referenced ofofof of acknowledge.acknowledge.acknowledge. acknowledge. TheTheThe The documentdocumentdocument document hashashas has notnotnot not beenbeenbeen been tedtedted ted forforfor for qualificationqualificationqualification qualification atatat at anyanyany any otherotherother other academicacademicacademic academic institute.institute.institute. institute. SignatureSignatureSignature Signature DateDateDate Date 山东科技大学博士学位论文摘要 摘摘要要 随着开采深度的增加，深部巷道围岩稳定性的安全控制问题显得越来越突出，探索 正确的围岩安全控制理论成为一个急需解决的问题。为此，本文根据国内外研究现状和 新汶矿区协庄煤矿的地质条件，基于对深部巷道围岩变形破坏机理的分析，从理论上对 深部巷道初期稳定和长期稳定机理进行了研究，确定了合理的一次和二次支护参数，并 将研究成果成功应用到工程实践。 针对深部巷道初期变形剧烈、长期流变的特点，通过对试块峰后体积应变实验以及 试块峰值前后流变实验的分析，提出了深部巷道围岩安全控制的两个主要方面一是控 制高应力作用下围岩的碎胀变形，一次锚杆支护控制的对象就是围岩进入峰后破裂状态 时的碎胀变形；二是控制峰后围岩的长期流变，该流变特性直接影响深部巷道能否长期 稳定。 基于对深部巷道一次支护目的及控制对象的分析，提出应用锚杆支护围岩强度强化 理论作为分析深部巷道锚杆支护作用的理论基础，并通过建立和分析深部巷道一次支护 的弹塑性力学模型，提出了深部巷道初期稳定机理控制围岩塑性区的发展，即支护强 度要满足初期稳定需要的支护强度，最大限度地保持围岩的完整性、减小围岩强度的降 低，限制峰后围岩的碎胀大变形。 峰后围岩的应力松弛及其导致的持续蠕变和加速蠕变，是深部巷道长期流变甚至破 坏的主要原因，针对这一原因建立了深部巷道的粘弹塑性应力松弛力学模型。应用该模 型分析了锚杆支护对深部巷道稳定的作用，并提出了深部巷道的长期稳定条件锚杆支 护在锚固区外边界处提供的径向稳定应力大于此处围岩稳定时所需的 m rR mn r t  径向应力时，非稳定区内围岩的蠕变将会停止，巷道可处于长期稳定状态；反 pn r t  之，非稳定区内围岩将持续蠕变，并导致非稳定区域不断增大，巷道最终不能够稳定。 采用 FLAC 数值计算软件，研究确定了深部巷道合理的二次支护时机、锚杆支护参 数及注浆加固半径，并通过理论与数值计算结果的对比分析，验证了深部巷道初期和长 期稳定力学模型的准确性。 论文采用理论与数值分析得到的一次、二次锚杆支护以及注浆加固参数，能够安全 控制深部巷道的长期变形，施工效果良好，围岩蠕变基本停止，巷道能够保持长期稳定。 关键词关键词深部巷道，初期稳定，长期稳定，碎胀变形，粘弹塑性，应力松弛 山东科技大学博士学位论文摘要 A A A A BSTRACTBSTRACTBSTRACT BSTRACT Correct safety control theory in surrounding rock need to be solved while the safety control problem in deep roadway becomes more and more apparent along with the increase of mining depth. Thus, according to the research status at home and abroad as well as geological conditions in Xiezhuang coal mine in Xinwen mining area, based on the analysis of deation and failure mechanism in surrounding rock in deep roadway, the initial and long- term stability mechanism were explored theoretically, and the first and second support parameters were confirmed and the research results are applied to engineering practice successfully. According to the characteristics of severe defomation at initial time and rheology in long- term, and through the analysis of test block post-peak volumetric strain experiment as well as pre-peak and post-peak rheology experiment, two main aspects of deation failure in surrounding rock in deep roadway were figured out as follows one is the broken expansion character of surrounding rock under high stress, the main cause for severe deation at initial time in deep roadway, the first bolt support control object is the fracture deation of surrounding rock post-peak rupture status; the second one is long-term rheology character of post-peak surrounding rock directly influencing the long-term stability of deep roadway. Based on the analysis of first support objective and control object in deep roadway, the surrounding rock strength reforcement theory was used as theoretical basis to analyze the bolt support effect in deep roadway, and the initial stability mechanism in deep roadway was put forward by the establishment and analysis of the first support elastic-plastic mechanical model Control the development of plastic area in surrounding area, which means support strength should satisfy the needed support strength at initial stability, maintain the rock integrity, reduce the decrease of surrounding rock strength, and limit the post-peak broken expansion deation. The surrounding rock post-peak stress relaxation and the resulting sustainable creep and accelerated creep, which is the main reason for long-term rheology and failure in deep roadway. The elastic-viscoplasty stress relaxation mechanical model in deep roadway was thus established. The effect of bolt support to deep roadway stability was analyzed by using this model and the long-term stability condition was put forward the surrounding rock creep will stop in non-stability area and the roadway could be in a state of long-term stability when the 山东科技大学博士学位论文摘要 radial stability stresssupported by bolt support in the outer boundary of anchorage mn r t  zoneis greater than the needed radial stress;conversely, the surrounding m rR pn r t  rock will be in a state of continuous creep, increasing non-stability area, and the roadway could not remain stable. The second support time, bolt support parameters and grouting consolidate radius in deep roadway were confirmed by using the FLAC numerical calculation software, and the veracity of initial and long-term stability mechanical models were verified by the contrast analysis between theory and numerical calculation. The first and the second bolt support and grounting consolidate parameters obtained from theory and numerical analysis can safely control long-term deation in deep roadway, construction works well, rock creep ceased, and long-term stability of the roadway can be maintained. KeywordsKeywordsKeywords Keywords deep roadway, initial stability, long-term stability, fracture deation, elastic-viscoplasty, stress relaxation 山东科技大学博士学位论文目录 目目录录 1 1 1 1 绪绪绪 绪 论论论 论 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1 1 1 1.1选题的目的和意义...................................................................................................1 1.2深部巷道围岩变形破坏机理的研究综述.............................................................2 1.3深部巷道支护技术与理论的研究综述.................................................................5 1.4深部巷道锚杆支护存在的问题..............................................................................8 1.5主要研究内容...........................................................................................................8 2 2 2 2 深部巷道围岩变形破坏机理与岩石力学实验分析深部巷道围岩变形破坏机理与岩石力学实验分析深部巷道围岩变形破坏机理与岩石力学实验分析 深部巷道围岩变形破坏机理与岩石力学实验分析 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101010 10 2.1试验巷道概况.........................................................................................................10 2.2围岩力学性能实验与分析....................................................................................16 2.3深部巷道分析.........................................................................................................25 2.4本章小结..................................................................................................................28 3 3 3 3 深部巷道初期稳定的关键理论分析深部巷道初期稳定的关键理论分析深部巷道初期稳定的关键理论分析 深部巷道初期稳定的关键理论分析 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 303030 30 3.1深部巷道初期变形特点及稳定机理....................................................................30 3.2深部巷道初期稳定的力学模型............................................................................31 3.3深部巷道破碎围岩锚杆支护作用机理...............................................................39 3.4试验巷道初期稳定需要的支护强度....................................................................41 3.5本章小结..................................................................................................................46 4 4 4 4 深部巷道长期稳定的关键理论分析深部巷道长期稳定的关键理论分析深部巷道长期稳定的关键理论分析 深部巷道长期稳定的关键理论分析 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 474747 47 4.1深部巷道长期流变特点及稳定机理....................................................................47 4.2深部巷道二次支护后的应力松弛力学模型.......................................................48 4.3锚杆支护对深部巷道长期稳定的作用...............................................................56 4.4深部巷道长期稳定条件.........................................................................................58 4.5试验巷道长期稳定的计算分析............................................................................60 4.6本章小结..................................................................................................................63 5 5 5 5 深部巷道初期与长期稳定的数值模拟深部巷道初期与长期稳定的数值模拟深部巷道初期与长期稳定的数值模拟 深部巷道初期与长期稳定的数值模拟 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 656565 65 5.1模型的建立及参数选取.........................................................................................65 5.2数值模拟的内容及方案选取................................................................................67 山东科技大学博士学位论文目录 5.3计算结果及分析.....................................................................................................69 5.4本章小结..................................................................................................................92 6 6 6 6 现场试验与工程应用现场试验与工程应用现场试验与工程应用 现场试验与工程应用 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 939393 93 6.1一次、二次锚杆支护参数及注浆加固参数.......................................................93 6.2锚杆施工工艺及支护材料要求............................................................................99 6.3注浆工艺................................................................................................................100 6.4矿压观测结果.......................................................................................................101 6.5本章小结................................................................................................................103 7 7 7 7 结论与展望结论与展望结论与展望 结论与展望 . .