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Article(id=1322909582888149047, tenantId=1146029695717560320, journalId=1225396423026438145, issueId=1322909380756243363, articleNumber=null, orderNo=null, doi=null, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1720454400000, receivedDateStr=2024-07-09, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1793335823031, onlineDateStr=2026-10-30, pubDate=1745510400000, pubDateStr=2025-04-25, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1793335823031, onlineIssueDateStr=2026-10-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1793335823031, creator=13701087609, updateTime=1793335823031, updator=13701087609, issue=Issue{id=1322909380756243363, tenantId=1146029695717560320, journalId=1225396423026438145, year='2025', volume='45', issue='4', pageStart='1', pageEnd='288', issueExtLink='null', onlineDate='null', pubDate='1745510400000', pubDateStr='2025-04-25', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1793335774840, creator='13701087609', updateTime=1793335774840, updator='13701087609', preIssue=null, nextIssue=null, articleTotal=null, ext=null, issueFiles=null, downloadFileDto=null}, startPage=128, endPage=136, ext={EN=ArticleExt(id=1322909584599425080, articleId=1322909582888149047, tenantId=1146029695717560320, journalId=1225396423026438145, language=EN, title=Experimental Study on Joint Prevention and Control of Rock Burst by Cutting Seam and Bolt Anchoring, columnId=null, journalTitle=Mining Research and Development, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In view of the deficiency of the research on the prevention and control of rock burst in hard rock, a method of joint prevention and control of rock burst by cutting seam and bolt anchoring was proposed.The bolt anchoring samples without cutting seam, the bolt anchoring samples with cutting seam and the bolt anchoring samples with cutting seam grouting were prepared. The pre-tightening force relaxation tests and biaxial compression tests of bolts with different anchorage body samples were carried out. The strength of composite surrounding rock and safety factor with cutting seam and bolt anchoring were discussed. The results show that compared with the simple bolt anchoring, the stress concentration is transferred from the bolt anchoring zone to the end of the cutting seam by cutting seam, and the fracture evolution is transferred from the surrounding of the bolt anchoring zone to the distal end of the cutting seam. The bearing capacity, damage severity and crushing degree of the sample are reduced. The stress concentration area is enlarged by the cutting seam grouting, and the key layer of flattening is formed. The area is extended from the bolt anchoring zone to the end of the cutting seam, and the fracture evolution is extended from the surrounding of the bolt anchoring zone to the the distal end of the cutting seam. The overall bearing capacity of the sample is improved.The relaxation law of bolt pre-tightening force under the three anchoring conditions before and after loading is basically the same, showing three stages of rapid decay relaxation, slow decay relaxation and stable decay relaxation. The relaxation process of bolt pre-tightening force can reflect the internal fracture evolution of anchorage body. A simplified formula for calculating the strength of composite surrounding rock under different anchoring conditions is established, the energy consumption coefficient is defined, and a formula for calculating the safety factor of composite surrounding rock after excavation considering the energy consumption is derived, three methods of rock burst prevention and control are given, which can be used in engineering. The research results can provide reference for the local danger-relief of rock burst, bolt anchoring, prediction and prevention and control of hard rock.

, authors=Xiaojun ZHANG1, 2, 3, Xiaoyao YANG2, Zhen ZHANG2, authorsList=Xiaojun ZHANG, Xiaoyao YANG, Zhen ZHANG, authorCompany=null, correspAuthors=null, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=null, magXml=null, pdfUrl=null, pdf=null, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=null, mapNumber=null, fund=null), CN=ArticleExt(id=1322909595500421223, articleId=1322909582888149047, tenantId=1146029695717560320, journalId=1225396423026438145, language=CN, title=切缝与锚杆锚固联合防控岩爆试验研究, columnId=1226462295417598973, journalTitle=矿业研究与开发, columnName=矿山安全与环保, runingTitle=null, highlight=null, articleAbstract=

针对硬岩岩爆防控研究的不足，提出了切缝与锚杆锚固联合防控岩爆的方法。制备了不切缝的锚杆锚固试样、切缝的锚杆锚固试样及切缝注浆的锚杆锚固试样，开展了不同锚固体试样的锚杆预紧力松弛试验及双轴压缩试验，探讨了切缝与锚杆锚固复合围岩的强度及安全系数。结果表明，与单纯锚杆锚固相比，切缝将应力集中从锚杆锚固区转移至切缝端部，将破裂演化从锚杆锚固区周围转移至切缝远端，降低了试样承载能力、破坏剧烈程度及破碎程度。切缝注浆将应力集中区扩大化，形成了扁平化关键层，该区域从锚杆锚固区一直到切缝端部，将破裂演化从锚杆锚固区周围扩展至切缝远端，提高了试样整体承载能力。加载前和加载破坏后的3种锚固情况下的锚杆预紧力松弛规律基本一致，均呈现迅速衰减松弛、缓慢衰减松弛和稳定衰减松弛3个阶段，锚杆预紧力松弛过程可以反映锚固体内部破裂演化情况。建立了不同锚固情况下的复合围岩强度简化计算式，定义了耗能系数，得出了考虑耗能的开挖后复合围岩安全系数公式，给出了工程上可以采用的3种岩爆防控方式。研究结果可为硬岩岩爆局部解危、锚杆锚固、预测及防控等提供参考。

, authors=张晓君1, 2, 3, 杨小瑶2, 张震2, authorsList=张晓君, 杨小瑶, 张震, authorCompany=null, correspAuthors=null, authorNote=

张晓君（1975—），男，辽宁北票人，博士，副教授，主要从事岩土工程与采矿工程方面的教学与研究工作。E-mail:

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2.School of Resources and Environment Engineering, Shandong University of Technology, Zibo, Shandong 255000, China
3.Institution of Mining Engineering and Technology, Shandong University of Technology, Zibo, Shandong 255000, China, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null), CN=AuthorExt(id=1322909598054752375, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322909582888149047, authorId=1322909596104401010, language=CN, stringName=张晓君, firstName=null, middleName=null, lastName=null, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1, 2, 3, address=1.中国地球物理学会工程物探检测重点实验室，湖北　武汉　430010
2.山东理工大学 资源与环境工程学院，山东　淄博市　255000
3.山东理工大学 矿山工程技术研究所，山东　淄博市　255000, bio={"content":"

张晓君（1975—），男，辽宁北票人，博士，副教授，主要从事岩土工程与采矿工程方面的教学与研究工作。E-mail:

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张晓君（1975—），男，辽宁北票人，博士，副教授，主要从事岩土工程与采矿工程方面的教学与研究工作。E-mail:

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切缝与锚杆锚固联合防控岩爆试验研究
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张晓君 1, 2, 3 , 杨小瑶 2 , 张震 2
矿业研究与开发 | 矿山安全与环保 2025,45(4): 128-136
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矿业研究与开发 |矿山安全与环保 2025 , 45 (4) : 128 -136
切缝与锚杆锚固联合防控岩爆试验研究
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张晓君1, 2, 3 , 杨小瑶2, 张震2
作者信息
  • 1.中国地球物理学会工程物探检测重点实验室，湖北　武汉　430010
  • 2.山东理工大学 资源与环境工程学院，山东　淄博市　255000
  • 3.山东理工大学 矿山工程技术研究所，山东　淄博市　255000
作者简介:

张晓君（1975—），男，辽宁北票人，博士，副教授，主要从事岩土工程与采矿工程方面的教学与研究工作。E-mail:

Experimental Study on Joint Prevention and Control of Rock Burst by Cutting Seam and Bolt Anchoring
Xiaojun ZHANG1, 2, 3 , Xiaoyao YANG2, Zhen ZHANG2
Affiliations
  • 1.Key Laboratory of Engineering Geophysical Prospecting and Detection of Chinese Geophysical Society, Wuhan, Hubei 430010, China
  • 2.School of Resources and Environment Engineering, Shandong University of Technology, Zibo, Shandong 255000, China
  • 3.Institution of Mining Engineering and Technology, Shandong University of Technology, Zibo, Shandong 255000, China
出版时间: 2025-04-25
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针对硬岩岩爆防控研究的不足，提出了切缝与锚杆锚固联合防控岩爆的方法。制备了不切缝的锚杆锚固试样、切缝的锚杆锚固试样及切缝注浆的锚杆锚固试样，开展了不同锚固体试样的锚杆预紧力松弛试验及双轴压缩试验，探讨了切缝与锚杆锚固复合围岩的强度及安全系数。结果表明，与单纯锚杆锚固相比，切缝将应力集中从锚杆锚固区转移至切缝端部，将破裂演化从锚杆锚固区周围转移至切缝远端，降低了试样承载能力、破坏剧烈程度及破碎程度。切缝注浆将应力集中区扩大化，形成了扁平化关键层，该区域从锚杆锚固区一直到切缝端部，将破裂演化从锚杆锚固区周围扩展至切缝远端，提高了试样整体承载能力。加载前和加载破坏后的3种锚固情况下的锚杆预紧力松弛规律基本一致，均呈现迅速衰减松弛、缓慢衰减松弛和稳定衰减松弛3个阶段，锚杆预紧力松弛过程可以反映锚固体内部破裂演化情况。建立了不同锚固情况下的复合围岩强度简化计算式，定义了耗能系数，得出了考虑耗能的开挖后复合围岩安全系数公式，给出了工程上可以采用的3种岩爆防控方式。研究结果可为硬岩岩爆局部解危、锚杆锚固、预测及防控等提供参考。

硬岩  /  岩爆  /  切缝  /  锚杆锚固  /  定位诱导破坏  /  耗能系数

In view of the deficiency of the research on the prevention and control of rock burst in hard rock, a method of joint prevention and control of rock burst by cutting seam and bolt anchoring was proposed.The bolt anchoring samples without cutting seam, the bolt anchoring samples with cutting seam and the bolt anchoring samples with cutting seam grouting were prepared. The pre-tightening force relaxation tests and biaxial compression tests of bolts with different anchorage body samples were carried out. The strength of composite surrounding rock and safety factor with cutting seam and bolt anchoring were discussed. The results show that compared with the simple bolt anchoring, the stress concentration is transferred from the bolt anchoring zone to the end of the cutting seam by cutting seam, and the fracture evolution is transferred from the surrounding of the bolt anchoring zone to the distal end of the cutting seam. The bearing capacity, damage severity and crushing degree of the sample are reduced. The stress concentration area is enlarged by the cutting seam grouting, and the key layer of flattening is formed. The area is extended from the bolt anchoring zone to the end of the cutting seam, and the fracture evolution is extended from the surrounding of the bolt anchoring zone to the the distal end of the cutting seam. The overall bearing capacity of the sample is improved.The relaxation law of bolt pre-tightening force under the three anchoring conditions before and after loading is basically the same, showing three stages of rapid decay relaxation, slow decay relaxation and stable decay relaxation. The relaxation process of bolt pre-tightening force can reflect the internal fracture evolution of anchorage body. A simplified formula for calculating the strength of composite surrounding rock under different anchoring conditions is established, the energy consumption coefficient is defined, and a formula for calculating the safety factor of composite surrounding rock after excavation considering the energy consumption is derived, three methods of rock burst prevention and control are given, which can be used in engineering. The research results can provide reference for the local danger-relief of rock burst, bolt anchoring, prediction and prevention and control of hard rock.

Hard rock  /  Rock burst  /  Cutting seam  /  Bolt anchoring  /  Location-induced failure  /  Energy consumption coefficient
张晓君, 杨小瑶, 张震. 切缝与锚杆锚固联合防控岩爆试验研究. 矿业研究与开发, 2025 , 45 (4) : 128 -136 .
Xiaojun ZHANG, Xiaoyao YANG, Zhen ZHANG. Experimental Study on Joint Prevention and Control of Rock Burst by Cutting Seam and Bolt Anchoring[J]. Mining Research and Development, 2025 , 45 (4) : 128 -136 .
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0　引言
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在硬岩工程中经常面临岩爆等动力灾害风险，岩爆在深部工程中尤为突出，是目前乃至未来必须面对和亟待解决的问题，工程中首先要解决的是防控岩爆。
很多学者针对岩爆防控开展了研究，其中施工卸压孔是常用的岩爆解危技术。刘宏军[1]开展了卸压孔理论分析。大量学者通过数值模拟方法开展了钻孔卸压的作用机理研究[2-5]。宋希贤等[6]分析了动力扰动下深部巷道卸压孔与锚杆联合支护作用机理。齐燕军等[7]开展了含预制卸压孔（圆形）的相似模拟试验。ZHANG等[8]研究了卸压孔破裂演化及布置参数。赵振华等[9]开展了含卸压孔硬岩应力松弛特性试验研究。张晓君等[10]提出了在卸压孔基础上施工劈裂，并分析了卸压孔劈裂局部解危效应。以上学者虽从不同方面开展了卸压孔局部解危机理及技术研究，但硬岩岩爆主要集中发生在围岩临空面附近，表现为颗粒弹射、成层爆裂等破坏形式，因此有必要特别针对围岩表层附近的岩爆局部解危开展深入研究。
锚杆支护是常用的岩爆防控方法，林健等[11]开展了不同杆体外形树脂锚杆锚固与安设性能对比分析。CAI等[12]研究了锚杆锚固界面上的耦合及解耦特性。余涛等[13]开展了预应力锚杆锚固结构承载效应及围岩力学分析。李冲等[14]分析了全长锚固预应力锚杆杆体受力特征。宋洋等[15]开展了加锚节理岩体剪切蠕变特性研究。曲宏略等[16]研究了锚杆支护参数对岩爆防治效果的影响。陶志刚等[17]开展了引水隧洞岩爆三维NPR锚杆支护技术研究。以上学者虽从不同方面开展了锚杆锚固研究，但对岩爆动力灾害问题来说，其能量是突然释放的，若能结合其他方法，尤其是结合卸压耗能方法开展联合防控，将可取得更好的防控和经济效果，保障工程安全。针对硬岩岩爆主要集中发生在临空面附近的情况，加之工程围岩表层成层爆裂是岩爆的主要破坏形式，本研究提出在临空面切缝诱导围岩表层破坏，从而实现卸压耗能的方法，将卸压耗能与锚杆锚固相结合，以实现岩爆的联合防控。
本文将针对硬岩岩爆防控问题，分别制备不切缝、切缝及切缝注浆的锚杆锚固试样，开展不同辉长岩锚固体试样加载前、加载破坏后锚杆预紧力松弛试验及双轴加载破裂演化试验，总结加载前、加载破坏后锚杆预紧力松弛规律，并识别锚固围岩内部状态，对比分析不同辉长岩锚固体试样的破裂演化过程，探讨硬岩切缝及锚固作用效果，揭示切缝耗能及锚固作用机理，以期为硬岩岩爆局部解危、锚杆锚固、预测及防控等提供参考。
1　切缝与锚杆锚固联合防控岩爆试验研究
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1.1　试验装置与方案
试验所用岩石为辉长岩，其放大图如图1所示。由图1(a)可知，该岩石致密程度高，抗压强度高，通过单轴压缩试验、巴西劈裂试验等，并结合判定标准，确定该岩石具有中等以上岩爆倾向性。将辉长岩加工成长方体试样，尺寸为100 mm×100 mm×30 mm，在试样中间通孔，孔内直径为20 mm，在孔两侧沿水平方向切缝，缝宽2 mm，两侧切缝长度均为15 mm，切缝附近放大图见图1(b)。
锚杆采用M10 mm×80 mm螺纹钢，以改性环氧树脂胶为锚杆锚固剂。分别加工制作不切缝的锚杆锚固试样（未切缝）、切缝的锚杆锚固试样（切缝）及切缝注浆（本试验注入的是锚固剂）的锚杆锚固试样（切缝注浆），具体锚杆锚固试样如图2所示。需要说明的是，本试验的试样相关尺寸及材质等不对应实际工程巷道及相似比。
工程巷道开挖后，围岩接近双轴压缩状态，因此本试验对试样开展双轴压缩试验，水平方向施加10 MPa载荷，垂直方向逐级加载，每一级载荷为10 MPa，位移加载速率为0.1 mm/s。整个加载过程在自制的真三轴加卸载试验系统上进行，实时获取载荷和位移数据，直至加载破坏。特别说明的是，本试验重点是对比分析不切缝的锚杆锚固试样、切缝的锚杆锚固试样及切缝注浆的锚杆锚固试样的破裂演化情况，为了获得加载全过程锚杆周围锚固体破裂演化情况，避免垫板和螺母等的遮挡，加载过程中在锚杆杆体上不安装垫板和螺母，且不施加预紧力。
另外，为了探究和对比分析加载前后不同锚杆锚固试样的内部变化情况，分别针对不切缝的锚杆锚固试样、切缝的锚杆锚固试样及切缝注浆的锚杆锚固试样开展加载前后的锚杆预紧力监测试验。为了得到锚杆预紧力变化情况，在锚杆上套装环形测力传感器，实时获取预紧力的变化数据，监测锚杆预紧力松弛规律。
1.2　试验结果与分析
1.2.1　试样垂直应力随位移的变化情况
试样垂直应力随位移的变化曲线如图3所示。由图3可知，峰前应力基本呈现线性变化规律，说明峰前均聚集了大量能量，峰后应力突降，脆性破坏明显。在切缝与锚杆锚固联合防控下，试样的垂直应力为140 MPa；锚杆锚固条件下，试样的垂直应力为170 MPa；在切缝注浆与锚杆锚固联合防控下，试样的垂直应力为190 MPa。锚杆锚固提高了围岩强度，切缝降低了围岩强度，切缝注浆又进一步提高了围岩强度，到达峰值后随之发生爆裂破坏。在切缝与锚杆锚固联合防控下，试样的应力降低了55 MPa；锚杆锚固条件下，试样的应力降低了121 MPa；在切缝注浆与锚杆锚固联合防控下，试样的应力降低了145 MPa，根据应力降低数值可判定试样破坏剧烈程度，在切缝注浆与锚杆锚固联合防控下的破坏程度最剧烈。
1.2.2　不同条件下锚固体围岩破裂演化情况
锚杆锚固条件下锚固体围岩破裂演化情况如图4所示。
由图4可知，垂直载荷达到50 MPa时，在锚固剂与围岩接触区顶部产生沿最大主应力方向的裂纹；垂直载荷达到110 MPa时，在锚固剂与围岩接触区的一侧中部产生明显破裂，随后裂纹不断沿最大主应力方向扩展；垂直载荷达到170 MPa时，在锚固剂与围岩接触区的两侧均产生了明显裂纹，并沿最大主应力方向扩展，随后试样已难以维持现有载荷，开始自主下降，锚固剂与围岩接触区下方的裂纹扩展贯通，随之发生整体爆裂破坏。综上可见，试样裂纹主要集中产生在锚杆锚固区周围，尤其下方更甚。
在切缝与锚杆锚固联合防控下锚固体围岩破裂演化情况如图5所示。
由图5可知，垂直载荷达到30 MPa时，在锚固剂与围岩接触区顶部产生沿最大主应力方向的微小裂纹；垂直载荷达到80 MPa时，在远离锚固剂的切缝端部明显泛白，并产生沿最大主应力方向的裂纹，说明此处应力集中明显，随后随着载荷的增加，裂纹不断上下扩展；垂直载荷达到140 MPa时，由切缝端部诱发的裂纹已基本扩展到试样上下边界，相比较而言，切缝端部上方的裂纹更密集，锚固剂与围岩接触区下方也有环向密集裂纹产生。随后试样已难以维持现有载荷，开始自主下降，切缝端部上下方的裂纹继续扩展贯通，锚固剂与围岩接触区下方的环向密集裂纹继续扩展，随之发生爆裂破坏。综上可见，试样裂纹主要集中产生在切缝端部上下方和锚杆锚固剂下方，切缝端部上方更甚。与单纯锚杆锚固相比，切缝将应力集中从锚杆锚固区（强承载区）转移至切缝端部（弱承载区），将破裂演化从锚杆锚固区周围转移至切缝远端，极大降低了试样承载能力、破坏剧烈程度及破碎程度。
在切缝注浆与锚杆锚固联合防控下锚固体围岩破裂演化情况如图6所示。
由图6可知，垂直载荷达到40 MPa时，在锚固剂与围岩接触区上下产生沿最大主应力方向的微小裂纹；垂直载荷达到120 MPa时，裂纹已明显扩展；垂直载荷达到140 MPa时，切缝注浆端部上方也产生了沿最大主应力方向的微小裂纹；垂直载荷达到170 MPa时，裂纹演化向锚固区下方发展；垂直载荷达到190 MPa时，裂纹继续向锚固区下方发展，随之发生剧烈爆裂破坏，破坏区集中在切缝注浆区上下和锚杆锚固区周围。与单纯锚杆锚固相比，切缝注浆将应力集中区扩大化，形成了扁平化关键层（强承载区），该区域从锚杆锚固区（强承载区）一直到切缝端部（强承载区），将破裂演化从锚杆锚固区周围扩展至切缝远端，提高了试样整体承载能力。
1.2.3　加载前后锚固体预紧力松弛情况
加载前锚固体预紧力松弛情况如图7所示。由图7可知，3种防控方法下，锚固体的预紧力松弛规律基本一致，均呈现迅速衰减松弛、缓慢衰减松弛和稳定衰减松弛3个阶段。但是切缝与锚杆锚固联合防控下的松弛更快，在监测时段内预紧力降低12 N，另外两种情况比较接近，预紧力降低约9 N，说明切缝的存在影响了应力松弛过程，降低了围岩完整性，导致松弛加快。
加载破坏后锚固体预紧力松弛情况如图8所示。
由图8可知，3种防控方法下，锚固体的预紧力松弛规律同加载前的基本一致，同样呈现迅速衰减松弛、缓慢衰减松弛和稳定衰减松弛3个阶段，但是切缝与锚杆锚固联合防控下的松弛更慢，在监测时段内预紧力降低14 N，另外两种情况比较接近，切缝注浆与锚杆锚固联合防控下的预紧力降低37.25 N，锚杆锚固条件下锚固体的预紧力降低43.65 N。根据前述的锚固体破裂演化情况可知，与另两种情况相比，切缝与锚杆锚固联合防控下的破坏并不剧烈，相对来说不破碎，因此其松弛相对较慢。与加载前的预紧力松弛相比，加载破坏后的预紧力降低幅度更大。
锚杆锚固周围的破碎程度从低到高依次为切缝与锚杆锚固、切缝注浆与锚杆锚固和单纯锚杆锚固。锚固体最终破坏情况及局部破裂演化放大图分别如图9和图10所示。由图9和图10可知，锚杆锚固、切缝注浆与锚杆锚固联合防控下的试样均产生了明显的沿临空面的层爆，破断面贯穿锚杆锚固区，其破断面局部放大图见图10(e)和图10(f)，而切缝与锚杆锚固联合情况下并未出现明显层爆破坏，其破坏主要集中在切缝端部上方，因此切缝与锚杆锚固联合防控下的试样松弛更慢。综上可见，预紧力松弛监测结果与锚固体破裂演化情况一致，锚杆预紧力松弛过程可以反映锚固体破裂演化情况，因此工程上可以通过监测预紧力变化情况，获知围岩内部演化情况。
2　切缝与锚杆锚固复合围岩强度、安全系数及工程应用探讨
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2.1　复合围岩强度
根据试验结果可知，当垂向为最大主应力时，锚固体围岩破坏示意图如图11所示。
考虑锚杆预紧力的作用效果，当仅采用锚杆锚固防控时，围岩破坏由锚杆锚固控制，破坏主要集中在锚杆锚固体周围，此时复合围岩强度计算式如下：
式中：σf为锚杆锚固后的复合围岩强度；σy为锚杆预紧力提高的围岩强度；σ0为围岩初始强度；σm为锚杆锚固提高的围岩强度。对于σy，可通过提高锚杆预紧力及智能调整预紧力等来提高围岩强度。对于σm，可通过调整锚杆直径、间距、长度、样式及锚固剂等来提高围岩强度。结合试验情况，本文锚杆锚固后的复合围岩强度为170 MPa。
当采用切缝与锚杆锚固联合防控时，围岩破坏主要由切缝端部控制，破坏主要集中在切缝端部的上下方（最大主应力方向），切缝将破坏区由锚杆锚固区转移到切缝端部区，并弱化了围岩强度，降低了围岩破坏强度和程度，因此将切缝端部布置在预先设定的破坏位置，就可以通过切缝实现远区定位诱导破坏，此时复合围岩强度计算式如下：
式中，σf1为切缝加锚杆锚固后的复合围岩强度，σq为切缝降低的围岩强度。对于σq，可通过调整切缝尺寸、切缝角度等提高围岩强度，增加能量耗散，减少能量释放，从根本上消除破坏的动力性、突发性，实现从被动防治变主动防治，从监测预测破坏位置到自主定位诱导破坏位置。结合试验情况，本文切缝与锚杆锚固后的复合围岩强度为140 MPa，可见切缝降低的围岩强度为30 MPa。
当采用切缝注浆与锚杆锚固联合防控时，围岩破坏由切缝注浆与锚杆锚固共同控制，破坏主要集中在切缝注浆和锚杆锚固的共同作用范围内，在锚杆锚固基础上，通过增加切缝注浆，不但可以提高围岩强度，还可以减少锚杆锚固数量，增加锚杆锚固之间的联系，构建关键层，整体提高围岩完整性及抗破坏范围，此时复合围岩强度计算式如下：
式中：σf2为切缝注浆加锚杆锚固后的复合围岩强度；σqm为切缝注浆提高的围岩强度。对于σqm，可通过调整切缝尺寸及角度来提高围岩强度，也可通过调整注浆材料来提高围岩强度。结合试验情况，本文切缝注浆与锚杆锚固的复合围岩强度为190 MPa，可见切缝注浆提高的围岩强度为20 MPa。综上可见，以上复合围岩强度计算分析结果与试验结果基本一致。
2.2　复合围岩安全系数
根据弹性力学理论，开挖前岩体单位体积储存的弹性应变能为：
式中：Ue为开挖前岩体单位体积储存的弹性应变能；σ1为最大主应力；σ2为中间主应力σ3为最小主应力；ν为岩体泊松比；E为岩体弹性模量。
开挖后对围岩采取切缝等耗能措施，可得到围岩单位体积剩余的弹性应变能为：
式中：Us为单位体积剩余的弹性应变能；f为耗能系数，取值为0~1，其值为1时能量全部耗散，其值为0时能量未耗散。
基于围岩表层爆裂等岩爆问题，结合格里菲斯准则，定义开挖后复合围岩单位体积弹性储能限度为：
式中：Uc为单位体积弹性储能限度；σfc为复合围岩抗压强度；R为围岩压拉比。
结合式(5)、式(6)，定义开挖后复合围岩安全系数F为：
式中：当F>1时表明围岩安全，F=1时表明围岩处于临界状态，F<1时表明围岩处于不安全状态，将发生破坏。
当取σ1为80 MPa、σ2为40 MPa、σ3为20 MPa、ν为0.2、R为20、σfc为140 MPa时，围岩安全系数F随耗能系数f的变化曲线如图12所示。从图12可见，安全系数随耗能系数的增加明显增加，且增加的越来越明显，当耗能系数f为0.49时，安全系数F达到1，超过该耗能系数，围岩即进入安全状态，说明通过切缝耗能可极大程度避免围岩突然破坏的发生。
当取σ1为80 MPa、σ2为40 MPa、σ3为20 MPa、ν为0.2、R为20时，围岩安全系数F随复合围岩抗压强度σfc的变化曲线如图13所示。由图13可知，安全系数随复合围岩抗压强度的增加明显增加，当f为0时，复合围岩抗压强度为196 MPa，当f为0.4，复合围岩抗压强度为152 MPa，安全系数F达到1，超过该复合围岩抗压强度，围岩即进入安全状态，说明在切缝耗能基础上围岩强度增加，将产生更明显的作用效果，也更经济和安全，分析结果与前述分析一致。
2.3　工程应用探讨
根据工程需要，可就具体情况选择切缝定位诱导破坏或切缝注浆增强的方式来处理围岩。切缝定位诱导围岩破坏与切缝注浆增强围岩的差别在于切缝是否注浆，切缝不注浆可实现定位诱导围岩破坏，耗散围岩能量，而切缝后再注浆可进一步提高围岩强度，提升抗破坏的能力。
结合试验结果，工程上可以考虑采用如下3种方式防控岩爆，如图14所示。
（1）先对围岩切缝（耗散能量），见图14(a)和图14(b)，在切缝基础上（耗散能量后）再施工注浆加固（围岩增强）。
（2）如果已经施工了锚杆锚固，可在锚杆锚固的基础上，在围岩表层一定深度（如层爆厚度范围）施工切缝（耗散能量），见图14(c)和图14(d)，耗散能量后，可以考虑在切缝基础上再进一步施工注浆加固(围岩增强）。
（3）施工锚杆孔并在锚杆孔的基础上在围岩表层一定深度施工切缝（耗散能量），耗散能量后再进一步施工锚杆锚固，或者进一步注浆加固（围岩增强）。
综上，在切缝耗能（主动定位诱导围岩破坏）基础上，构建围岩三向受力的同时实现三维立体化加固（围岩表面锚杆预紧力约束、围岩内部锚杆锚固及注浆加固），通过监测锚杆预紧力松弛过程，获知围岩内部演化进程，可有效解决围岩爆裂破坏问题。
3　结论
收起
（1）针对硬岩岩爆防控，提出了切缝与锚杆锚固联合防控方法，得到了不同锚固体试样的破裂演化情况，切缝在定位诱导破坏和耗能方面具有一定的作用。
（2）总结了不同锚固体试样的锚杆预紧力松弛规律：加载前切缝与锚杆锚固联合防控下的锚杆预紧力松弛更快，而加载破坏后切缝与锚杆锚固联合防控下的锚杆预紧力松弛更慢；锚杆预紧力松弛过程可以反映锚固体破裂演化情况，可以通过监测预紧力变化，获知围岩内部演化。
（3）建立了复合围岩强度简化计算式，推导了考虑耗能的开挖后复合围岩安全系数公式，分析了耗能系数和复合围岩强度对安全系数的影响。结合试验结果，给出了工程上可以采用的3种岩爆防控方式。
基金
收起
  • 中国地球物理学会工程物探检测重点实验室开放研究基金项目(CJ2022OC02)
  • 山东省自然科学基金项目(ZR2020ME098)
文献
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2025年第45卷第4期
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  • 接收时间：2024-07-09
  • 首发时间：2026-10-30
  • 出版时间：2025-04-25
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  • 收稿日期：2024-07-09
基金
中国地球物理学会工程物探检测重点实验室开放研究基金项目(CJ2022OC02)
山东省自然科学基金项目(ZR2020ME098)
作者信息
    1.中国地球物理学会工程物探检测重点实验室，湖北　武汉　430010
    2.山东理工大学 资源与环境工程学院，山东　淄博市　255000
    3.山东理工大学 矿山工程技术研究所，山东　淄博市　255000
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2种不同金属材料的力学参数
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Number of
species		 占总种数比例
Percentage of
total species (%)		 属
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鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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