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Article(id=1322904616312112090, tenantId=1146029695717560320, journalId=1225396423026438145, issueId=1322844250153275555, 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=1721145600000, receivedDateStr=2024-07-17, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1793334638907, onlineDateStr=2026-10-30, pubDate=1748102400000, pubDateStr=2025-05-25, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1793334638907, onlineIssueDateStr=2026-10-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1793334638907, creator=13701087609, updateTime=1793334638907, updator=13701087609, issue=Issue{id=1322844250153275555, tenantId=1146029695717560320, journalId=1225396423026438145, year='2025', volume='45', issue='5', pageStart='1', pageEnd='288', issueExtLink='null', onlineDate='null', pubDate='1748102400000', pubDateStr='2025-05-25', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1793320246494, creator='13701087609', updateTime=1793320246494, updator='13701087609', preIssue=null, nextIssue=null, articleTotal=null, ext=null, issueFiles=null, downloadFileDto=null}, startPage=113, endPage=122, ext={EN=ArticleExt(id=1322904616513438683, articleId=1322904616312112090, tenantId=1146029695717560320, journalId=1225396423026438145, language=EN, title=Support Design and Parameter Optimization of Prestressed Anchor Bolt for Soft Rock Roadway, columnId=null, journalTitle=Mining Research and Development, columnName=null, runingTitle=null, highlight=null, articleAbstract=

Aiming at the problems of surrounding rock softening, failure of original support mode and roadway collapse in the process of excavation in the contact zone of north and south edge of a copper mine at the level of −400 m, the strength of engineering rock mass was determined by rock mechanics characteristic test, and the failure reason of original support was analyzed. FLAC3D numerical simulation software was used to explore the reasonable support parameters and support principle of prestressed anchor bolt, and the control effect of different support schemes on surrounding rock was compared. On this basis, a joint support scheme with anchor bolt spacing of 0.9 m, pre-tightening force of 90 kN and sprayed concrete thickness of 100 mm was proposed. The numerical simulation results show that the scheme can effectively reduce the plastic zone volume of surrounding rock, and control the roof subsidence and the total amount of two-side convergence of roadway within 21 mm and 19 mm respectively, which are reduced by 44.9% and 56.2% respectively compared with no support, and the support effect is good. The field application results show that the deformation of the roadway tends to be stable after 42 days. On the 91 st day, the roof subsidence is 28.74 mm, and total amount of two-side convergence is 22.32 mm. The scheme can meet the needs of mine safety production. It is reasonable and feasible to design and optimize the support parameters of prestressed anchor bolt in soft rock roadway based on FLAC3D.

, authors=Yangyi GAO1, Yiming WANG1, Chunfeng ZHANG2, Chen FU2, Hongrong ZHANG2, authorsList=Yangyi GAO, Yiming WANG, Chunfeng ZHANG, Chen FU, Hongrong ZHANG, authorCompany=null, correspAuthors=Yiming WANG, 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=1322904622351909883, articleId=1322904616312112090, tenantId=1146029695717560320, journalId=1225396423026438145, language=CN, title=软岩巷道预应力锚杆支护设计与参数优化, columnId=1226462295417598973, journalTitle=矿业研究与开发, columnName=矿山安全与环保, runingTitle=null, highlight=null, articleAbstract=

针对某铜矿南北缘接触带–400 m水平沿脉巷道围岩软化、原有支护方式失效、掘进过程中巷道冒落现象时有发生的问题，采用岩石力学特性试验确定了工程岩体强度，分析了原有支护失效的原因，采用FLAC3D数值模拟软件探究了预应力锚杆的合理支护参数及支护原理，对比不同支护方案对围岩的控制作用。在此基础上，提出了锚间距为0.9 m、预紧力为90 kN、喷射混凝土厚度为100 mm的联合支护方案。数值模拟结果表明，该方案能有效减小围岩的塑性区体积，并将巷道的顶板下沉量、两帮移近总量分别控制在21 mm、19 mm以内，对比无支护分别缩小了44.9%、56.2%，支护效果良好。现场应用结果表明，巷道变形在第42 天后趋于稳定，在第91 天时，顶板下沉量达28.74 mm，两帮移近总量达22.32 mm，该方案能满足矿山安全生产需要，基于FLAC3D设计并优化软岩巷道预应力锚杆支护参数是合理可行的。

, authors=高杨轶1, 王贻明1, 张纯锋2, 付琛2, 张宏荣2, authorsList=高杨轶, 王贻明, 张纯锋, 付琛, 张宏荣, authorCompany=null, correspAuthors=王贻明, authorNote=

高杨轶（1999—），男，湖北荆州人，硕士研究生，主要研究方向为采矿工艺及矿山岩石力学。E-mail:

, correspAuthorsNote=
王贻明（1970—），男，湖北武汉人，博士，教授，主要从事岩石力学、金属矿山地下充填开采研究。E-mail:
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高杨轶（1999—），男，湖北荆州人，硕士研究生，主要研究方向为采矿工艺及矿山岩石力学。E-mail:

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高杨轶（1999—），男，湖北荆州人，硕士研究生，主要研究方向为采矿工艺及矿山岩石力学。E-mail:

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Journal of University of Science and Technology Beijing, 2012, 34(4):363-367., articleTitle=Interactional mechanics characteristic of tensioned fast-slow set full-column bolts and rock mass, refAbstract=null), Reference(id=1322904643436675164, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904616312112090, doi=null, pmid=null, pmcid=null, year=2023, volume=null, issue=2, pageStart=58, pageEnd=66, url=null, language=null, rfNumber=[17], rfOrder=32, authorNames=殷小亮, 张艳博, 钟科, journalName=金属矿山, refType=null, unstructuredReference=殷小亮，张艳博，钟科，等.浅埋大跨度隧道预应力锚杆锚固参数及支护设计研究[J].金属矿山，2023(2):58-66., articleTitle=浅埋大跨度隧道预应力锚杆锚固参数及支护设计研究, refAbstract=null), Reference(id=1322904643503784029, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904616312112090, doi=null, pmid=null, pmcid=null, year=2023, volume=null, issue=2, pageStart=58, pageEnd=66, url=null, language=null, rfNumber=[17], rfOrder=33, authorNames=YIN Xiaoliang, ZHANG Yanbo, ZHONG Ke, journalName=Metal Mine, refType=null, unstructuredReference=YIN Xiaoliang, ZHANG Yanbo, ZHONG Ke, et al.Research on anchorage parameters and support design of prestressed anchors in shallow buried large span tunnels[J]. Metal Mine, 2023(2):58-66., articleTitle=Research on anchorage parameters and support design of prestressed anchors in shallow buried large span tunnels, refAbstract=null), Reference(id=1322904643558309982, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904616312112090, doi=null, pmid=null, pmcid=null, year=2015, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[18], rfOrder=34, authorNames=中华人民共和国住房和城乡建设部, 中华人民共和国质量监督检验检疫总局, journalName=null, refType=null, unstructuredReference=中华人民共和国住房和城乡建设部，中华人民共和国质量监督检验检疫总局.岩土锚杆与喷射混凝土支护工程技术规范：GB 50086—2015[S].北京：中国计划出版社，2015., articleTitle=null, refAbstract=null), Reference(id=1322904643625418847, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904616312112090, doi=null, pmid=null, pmcid=null, year=2015, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[18], rfOrder=35, authorNames=Ministry of Housing and Urban-Reral Development of the People's Republic of China, General Administration of Quality Supervision, Inspection and Quarantine of the People's Republic of China, journalName=null, refType=null, unstructuredReference=Ministry of Housing and Urban-Reral Development of the People's Republic of China, General Administration of Quality Supervision, Inspection and Quarantine of the People's Republic of China. 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Rock mass mechanics parameters after reduction

, figureFileSmall=null, figureFileBig=null, tableContent=
岩性密度/(g/cm3)抗压强度/MPa抗拉强度/MPa内摩擦角/(°)黏聚力/MPa弹性模量/GPa泊松比
大理岩2.786.890.0221.221.312.260.25
花岗闪长斑岩2.708.670.0830.822.011.290.16
), ArticleFig(id=1322904635098398774, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904616312112090, language=CN, label=表1, caption=

折减后的岩体力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
岩性密度/(g/cm3)抗压强度/MPa抗拉强度/MPa内摩擦角/(°)黏聚力/MPa弹性模量/GPa泊松比
大理岩2.786.890.0221.221.312.260.25
花岗闪长斑岩2.708.670.0830.822.011.290.16
), ArticleFig(id=1322904637023584311, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904616312112090, language=EN, label=Table 2, caption=

Metal mesh support parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
支护参数技术规范
尺寸金属网尺寸根据巷道断面选取
钢筋直径6.5 mm
网孔尺寸100 mm×100 mm
材质要求Q235
焊点要求钢筋搭接点采用人工双点焊接
), ArticleFig(id=1322904637443014712, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904616312112090, language=CN, label=表2, caption=

金属网支护参数

, figureFileSmall=null, figureFileBig=null, tableContent=
支护参数技术规范
尺寸金属网尺寸根据巷道断面选取
钢筋直径6.5 mm
网孔尺寸100 mm×100 mm
材质要求Q235
焊点要求钢筋搭接点采用人工双点焊接
), ArticleFig(id=1322904637531095097, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904616312112090, language=EN, label=Table 3, caption=

Parameters of each support scheme

, figureFileSmall=null, figureFileBig=null, tableContent=
支护方案主要支护参数
无支护—
素喷混凝土支护厚度100 mm，强度等级C25
管缝式锚杆支护锚间距0.8 m
预应力锚杆支护锚杆间距0.9 m，预紧力90 kN
联合支护锚杆间距0.9 m，预紧力90 kN, 厚度100 mm，强度等级C25
), ArticleFig(id=1322904637929553978, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322904616312112090, language=CN, label=表3, caption=

各支护方案参数

, figureFileSmall=null, figureFileBig=null, tableContent=
支护方案主要支护参数
无支护—
素喷混凝土支护厚度100 mm，强度等级C25
管缝式锚杆支护锚间距0.8 m
预应力锚杆支护锚杆间距0.9 m，预紧力90 kN
联合支护锚杆间距0.9 m，预紧力90 kN, 厚度100 mm，强度等级C25
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软岩巷道预应力锚杆支护设计与参数优化
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高杨轶 1 , 王贻明 1 , 张纯锋 2 , 付琛 2 , 张宏荣 2
矿业研究与开发 | 矿山安全与环保 2025,45(5): 113-122
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矿业研究与开发 |矿山安全与环保 2025 , 45 (5) : 113 -122
软岩巷道预应力锚杆支护设计与参数优化
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高杨轶1 , 王贻明1 , 张纯锋2, 付琛2, 张宏荣2
作者信息
  • 1.北京科技大学 土木与资源工程学院，北京　100083
  • 2.大冶有色金属集团控股有限公司，湖北　黄石市　435005
通讯作者:
王贻明（1970—），男，湖北武汉人，博士，教授，主要从事岩石力学、金属矿山地下充填开采研究。E-mail:
作者简介:

高杨轶（1999—），男，湖北荆州人，硕士研究生，主要研究方向为采矿工艺及矿山岩石力学。E-mail:

Support Design and Parameter Optimization of Prestressed Anchor Bolt for Soft Rock Roadway
Yangyi GAO1 , Yiming WANG1 , Chunfeng ZHANG2, Chen FU2, Hongrong ZHANG2
Affiliations
  • 1.School of Civil and Resource Engineering, University of Science and Technology Beijing, Beijing 100083, China
  • 2.Daye Nonferrous Metals Group Holdings Co., Ltd., Huangshi, Hubei 435005, China
出版时间: 2025-05-25
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针对某铜矿南北缘接触带–400 m水平沿脉巷道围岩软化、原有支护方式失效、掘进过程中巷道冒落现象时有发生的问题，采用岩石力学特性试验确定了工程岩体强度，分析了原有支护失效的原因，采用FLAC3D数值模拟软件探究了预应力锚杆的合理支护参数及支护原理，对比不同支护方案对围岩的控制作用。在此基础上，提出了锚间距为0.9 m、预紧力为90 kN、喷射混凝土厚度为100 mm的联合支护方案。数值模拟结果表明，该方案能有效减小围岩的塑性区体积，并将巷道的顶板下沉量、两帮移近总量分别控制在21 mm、19 mm以内，对比无支护分别缩小了44.9%、56.2%，支护效果良好。现场应用结果表明，巷道变形在第42 天后趋于稳定，在第91 天时，顶板下沉量达28.74 mm，两帮移近总量达22.32 mm，该方案能满足矿山安全生产需要，基于FLAC3D设计并优化软岩巷道预应力锚杆支护参数是合理可行的。

软岩巷道  /  预应力锚杆  /  联合支护  /  数值模拟

Aiming at the problems of surrounding rock softening, failure of original support mode and roadway collapse in the process of excavation in the contact zone of north and south edge of a copper mine at the level of −400 m, the strength of engineering rock mass was determined by rock mechanics characteristic test, and the failure reason of original support was analyzed. FLAC3D numerical simulation software was used to explore the reasonable support parameters and support principle of prestressed anchor bolt, and the control effect of different support schemes on surrounding rock was compared. On this basis, a joint support scheme with anchor bolt spacing of 0.9 m, pre-tightening force of 90 kN and sprayed concrete thickness of 100 mm was proposed. The numerical simulation results show that the scheme can effectively reduce the plastic zone volume of surrounding rock, and control the roof subsidence and the total amount of two-side convergence of roadway within 21 mm and 19 mm respectively, which are reduced by 44.9% and 56.2% respectively compared with no support, and the support effect is good. The field application results show that the deformation of the roadway tends to be stable after 42 days. On the 91 st day, the roof subsidence is 28.74 mm, and total amount of two-side convergence is 22.32 mm. The scheme can meet the needs of mine safety production. It is reasonable and feasible to design and optimize the support parameters of prestressed anchor bolt in soft rock roadway based on FLAC3D.

Soft rock roadway  /  Prestressed anchor bolt  /  Joint support  /  Numerical simulation
高杨轶, 王贻明, 张纯锋, 付琛, 张宏荣. 软岩巷道预应力锚杆支护设计与参数优化. 矿业研究与开发, 2025 , 45 (5) : 113 -122 .
Yangyi GAO, Yiming WANG, Chunfeng ZHANG, Chen FU, Hongrong ZHANG. Support Design and Parameter Optimization of Prestressed Anchor Bolt for Soft Rock Roadway[J]. Mining Research and Development, 2025 , 45 (5) : 113 -122 .
正文
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0　引言
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某铜矿的矿体分为南北缘两个矿带，此前主要采用无底柱分段崩落法、上向水平分层尾砂充填法等采矿方法，因巷道围岩稳固，主要采用管缝式锚杆支护巷道。但在南北缘接触带，由于岩体风化、遇水泥化现象严重，巷道周边形成软弱岩层，导致管缝式锚杆与围岩之间的摩擦力显著降低，原有支护方法失效[1]。巷道掘进时易发生冒顶、片帮等事故，严重影响生产，威胁作业人员安全，亟需采用新的支护方案。
支护方案的设计通常会考虑充分利用围岩自稳能力，因而多采用被动支护，既可确保巷道安全，又能减少支护成本。但软岩巷道的支护难点在于围岩自稳能力差，难以直接加以利用。针对该问题，目前的解决方案主要是采用以预应力锚杆为主，喷射混凝土、金属网及钢拱架等为辅的主被动联合支护方式[2-4]。因此，国内学者围绕预应力锚杆的作用原理与应用开展了许多研究。王想君等[5]研究了全长锚固预应力锚杆与软岩相互作用的力学响应，指出托盘反力对塑性区影响较小。陈攀等[6]研究了不同锚固方式下，预应力锚杆的支护效果，得出全长锚固的支护效果强于端部锚固的结论。丁秀丽等[7]、康红普等[8]总结了预应力锚杆作用机理，认为预紧力是控制有效压应力区的关键因素。程志斌等[9]、曾晋[10]、康宝伟等[11]基于数值模拟设计了全长预应力锚杆支护方案，解决了部分软岩巷道的支护难题。然而，支护方案的选择不仅取决于支护效果，还会受到成本的制约。联合支护在应用中往往存在支护过剩的问题，全面降低支护密度又会带来安全隐患。因此，探究各支护方式对围岩的控制作用，对于软岩巷道的支护优化设计意义重大。
本文基于工程地质调查和岩石力学特性试验结果，获得矿岩体强度参数，对巷道破坏情况及原有支护方式失效原因进行分析，基于FLAC3D和悬吊理论确定支护参数，对支护方案进行模拟，探究了预应力锚杆的作用原理及联合支护方案的作用效果，并开展现场应用，以验证方案的合理性，以期为软岩巷道支护设计提供参考。
1　工程概况
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本文主要研究某铜矿南北缘接触带–400 m水平的沿脉巷道。巷道围岩以花岗闪长斑岩和大理岩为主，一般情况下岩体稳固性好，无需支护。但在接触带附近工程地质条件差，岩体受风化、蚀变等作用，节理裂隙发育，岩体强度大幅降低，形成软弱岩层，需重新确定矿岩体强度参数。
1.1　工程岩体强度确定
采用WEP-600型液压式屏显万能试验机等仪器开展单轴压缩、巴西劈裂等力学试验，测试的物理力学参数包括弹性模量、泊松比、单轴抗压强度、抗拉强度、黏聚力、内摩擦角等，最后根据修正的Hoek-Brown法对岩石物理力学参数进行折减，获得的岩体力学参数，见表1。
1.2　支护失效原因分析及解决方法
为充分利用该铜矿围岩稳定性，此前主要采用管缝式锚杆、喷射混凝土、金属网及钢条带等支护手段，在围岩稳固的情况下，这种支护方案具有操作简单、可靠性高等优点[12]。但根据实测报告及现场调研结果，发现存在以下问题：
（1）未对锚杆注浆或锚固剂性能差，地下水接触锚杆材料后，对其产生腐蚀，降低了锚杆的强度与耐久性；
（2）管缝式锚杆依靠与岩体的摩擦力阻止围岩发生位移和变形，属于被动支护，但当岩体遇水泥化崩解、形成软弱岩层时，岩体与锚杆间的摩擦力显著降低，导致管缝式锚杆失效；
（3）施工管控松懈，锚杆托盘未能有效贴紧巷道壁面，部分锚杆未能完全锚固在围岩上，甚至出现脱落，严重威胁作业人员安全。
针对以上问题，首先考虑采用具有主动支护能力的预应力锚杆代替管缝式锚杆，通过对预应力锚杆进行全长注浆，防止地下水对锚杆材料的侵蚀。其次，配合喷射混凝土、布设金属网等辅助支护手段，整体提升围岩稳定性。最后，需增强对施工环节的监督，确保设计方案的全面实现。
2　锚网喷支护参数确定
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预应力锚杆加固技术已广泛应用于地下矿山巷道支护中[13-14]。施加一定预紧力的树脂锚杆将在自由端附近形成预应力场，并通过预应力场将自身所受的预紧力传递到岩体中，主动对岩体施加压应力，限制围岩的位移与变形，适用于支护软岩巷道[15]。相比于管缝式锚杆，树脂锚杆具有高强度、抗腐蚀等优点，还可施加更大的预紧力，采用快慢凝式预应力锚杆，能最大程度发挥锚杆的支护效果[16]。喷射混凝土可全面封闭岩面，完全隔绝空气、水与围岩的接触，有效地防止风化、泥化引起的围岩破坏与剥落，避免了围岩的松动和自承载能力的削弱。喷射混凝土还能填充岩体表面的裂隙与孔隙，防止地下水的渗透和侵蚀。锚喷支护的结合能使锚杆托盘与岩体的接触更紧密，防止锚杆因岩体冒落而失效，充分发挥锚杆的支护能力。金属网用于维护锚杆间的岩体，防止小块松散岩石掉落。
2.1　建模及赋参
2.1.1　模型建立
沿脉巷道断面形状为三心拱形，跨度3.7 m，墙高2.6m，拱高0.9 m，巷道数值模型如图1所示。在FLAC3D中使用实体建模技术建立巷道模型，材料定义为摩尔-库伦模型，巷道围岩参数见表1。模型长、宽、高分别为32 m、9.6 m、32 m，共有单元体27 648个、节点32 487个。锚杆用cable单元模拟，施加预紧力前，在锚杆端部施加极大锚固剂以模拟托盘，混凝土支护用shell单元模拟[17]。
2.1.2　应力条件
沿脉巷道位于−400 m处，地应力实测报告显示，该区域地应力主要表现为自重应力场，侧压系数取0.5，初始应力计算式如下：
式中：σh为自重应力，MPa；σv为水平应力，MPa；γ为岩体的容重，取27 000 kg/m3；H为模型顶部距离地表的深度，取400 m。
计算得自重应力为10.8 MPa，水平应力为5.4 MPa。
2.1.3　边界条件
除顶部外，固定模型其他表面。顶部施加垂直荷载，模拟上部岩层的重力场，其计算式如下：
式中：σ′为顶部施加的荷载，MPa；h为模型顶部到底部的距离，m。
计算得出模型顶部应施加9.936 MPa的应力。
2.2　预应力锚杆参数设计
预应力场中的压应力数值及范围直接影响预应力锚杆的支护效果[13]。预应力锚杆参数可分为两部分，一是锚杆规格，如长度、直径等，结合普氏拱理论和悬吊理论进行计算，并依据巷道尺寸确定；二是预紧力数值、锚固方式、支护密度等，本次选用全长锚固，在不考虑原岩应力及重力的情况下，适当调整网格密度，基于FLAC3D探究不同锚杆间距、预紧力对预应力场的影响，以获取最佳支护参数。
2.2.1　锚杆长度
结合悬吊理论和普氏拱理论中两帮稳定的情况对锚杆长度进行计算：
式中：L为锚杆长度，m;L1为锚杆外露长度，取0.1 m;L2为锚杆有效长度，m;L3为锚杆锚固长度，一般为0.3~0.4m，取0.3 m。
锚杆有效长度按下式计算：
式中：f为围岩的普氏系数，取f=1.1;B为巷道跨度，取3.7 m。
计算得出锚杆有效长度为1.68 m，则锚杆总长度为2.08 m，取2.1 m。
2.2.2　锚杆直径
锚杆的直径主要取决于支护所需的锚固力与锚杆的抗拉强度，计算公式如下：
式中：d为锚杆体直径，mm；Q为设计锚固力，kN；σt为锚杆杆体抗拉强度，MPa。
该铜矿拟采用树脂锚杆，取Q=200 kN,σt=600 MPa，代入式(6)得d=21 mm，选取锚杆直径为22 mm。
2.2.3　锚杆间距
锚杆间距分别为0.8 m,0.9m,1 m时，施加90 kN预紧力所产生的预应力场范围及压应力数值如图2所示。
由图2可知，由预应力锚杆形成的压应力场具有明显的叠加效应，即最大压应力总是出现于顶板及两帮的中间锚杆附近。锚杆数量不变时，随着锚杆间距的增大，虽然有效压应力区范围有所增大，但锚杆间的压应力会相应减小。锚杆数量的增加可使两帮与顶板的压应力区连成一个整体，但压应力值变化很小。因此，支护密度对预应力锚杆支护效果的提升程度较小。锚杆间距为0.9 m和1 m时，巷道顶部和两帮所受压应力均大于0.1 MPa，而1 m的锚杆间距会导致锚杆间出现小部分无压应力区，因此最佳锚杆间距为0.9 m。
2.2.4　锚杆预紧力
为了更直观地对比两帮和顶板压应力分布的变化情况，在锚杆间距为0.8 m、锚杆长度为2.1m、锚杆直径为22 mm时，分别施加60 kN、90 kN、120 kN的预紧力，得出不同锚杆预紧力下预应力场范围及压应力数值，如图3所示。
由图3可知，在巷道顶板处，岩体所受压应力出现明显的分层现象，越接近巷道的岩体所受压应力越大，而在两帮处，压应力均匀分布。这是因为顶锚杆呈扇形布置，随着锚杆的延伸，锚杆间的垂直距离相应增大，导致压应力叠加效应减弱，压应力数值减小。对比数值变化幅度可知，压应力叠加效应对压应力值的影响很大，同时也表明，预应力锚杆长度不宜太长。
在锚杆间距一定的情况下，随着锚杆预紧力的增大，不仅压应力最大值显著增大，有效压应力区的范围也有所扩大。施加60 kN预紧力时，有效压应力区只能覆盖巷道两帮及顶锚杆端部，不能有效支护顶板围岩。预紧力达到90 kN时，巷道顶板和两帮围岩所受压应力分别大于0.1 MPa和0.2 MPa。预紧力达到120 kN时，压应力在顶板的分布更均匀，但数值增大并不明显。因此，预紧力虽是影响有效压应力区范围和压应力数值的关键因素，但存在一个合理值，低于该值时，预应力场提供的压应力数值较小，无法有效支护围岩，而超过该值后，继续增加预应力，压应力值变化不明显，故建议选择施加90 kN的预紧力。
2.3　混凝土厚度
喷射混凝土层的强度和厚度需根据巷道围岩性质与巷道跨度合理选取。过薄的混凝土喷层常出现局部开裂，过厚则易产生较大的形变压力，会导致喷层出现破坏，不利于提高围岩稳定性[18]。针对3.7 m跨度的软岩巷道，一般取喷层厚度为50~150mm，根据该铜矿沿脉巷道的围岩性质，选择喷射混凝土厚度为100 mm，强度等级为C25。
2.4　金属网参数
金属网支护参数见表2。
2.5　支护方案确定
综合理论分析和数值模拟，确定联合支护方案参数：锚杆直径22 mm，锚杆长度2.1m，锚间距为0.9 m，预紧力90 kN，喷射混凝土厚度100 mm。为对比各支护方案的优劣及验证联合支护的效果，设置4个对比方案，各方案参数见表3，主要支护方案示意如图4所示。
3　支护方案模拟及现场应用
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3.1　位移分析
在巷道的两帮及顶板中点设置监测点，记录各方案的围岩位移模拟结果，如图5所示。
由图5可知，在两帮处，各支护方案在较远处对围岩的位移控制效果相近。在顶板处，各支护方案下，围岩位移变化速率相近，且随着测点坐标值的增大，变化速率越来越小，位移曲线最终趋于平稳。这表明，各支护方案对围岩的控制能力及范围有限，盲目地提高支护强度，只会造成不必要的经济损失，并不能有效提高支护效果。预应力锚杆能分别减少两帮、顶板岩体的位移9 mm和8 mm以上，对比无支护时的围岩位移可知，预应力锚杆对两帮的支护效果明显强于顶板。混凝土支护对顶板围岩竖向位移的控制能力强于预应力锚杆，对两帮围岩横向位移的控制能力则弱于预应力锚杆。联合支护效果最好，两帮移近总量、顶板下沉量分别控制在19 mm、21 mm以内，相比无支护时，分别降低了56.2%和44.9%，但其成本等于上述两种支护方式之和，而对围岩位移的减少量远小于二者之和。因此，仅将两种支护方式叠加而形成的联合支护势必会降低矿山的经济效益，不能满足矿山企业支护方案要求。根据预应力锚杆与混凝土的特性，可采取减少两帮的喷浆厚度、减少顶板锚杆数量等方法来降低支护成本。
3.2　应力分析
各支护方案下围岩的最小主应力和最大主应力云图分别如图6和图7所示。
由图6可知，无支护时，巷道周边围岩的最小主应力的分布呈现出不一致性。随着围岩坐标绝对值的增加，顶板围岩受力持续增大，但两帮围岩受力极不均匀，具有明显的应力集中现象，其所受最小主应力先增加后减小，在x=±2.5 m处达到最大值18.6 MPa，这解释了即使无支护，x=±2.5 m处的围岩横向位移仍然很小的现象。由图7可知，随着围岩坐标绝对值的增加，巷道顶底板与两帮所受的最大主应力均由拉应力逐渐转变为压应力。对围岩实施支护方案后，围岩所受压应力有不同程度的增大，这表明各支护方案均提高了围岩的承载能力。预应力锚杆支护的特殊之处在于其可显著降低围岩所受的拉应力、缩小受拉区体积。结合2.2.3节及2.2.4节可知，预应力场主动提供的压应力达0.2 MPa, 与无支护时围岩所受的拉应力相当，施加预应力锚杆支护后，受拉区内部分岩体应力状态发生改变，其中，两帮受拉区变化大，顶板受拉区变化小。
结合位移分析可知：
（1）软岩巷道的围岩位移取决于其所受应力大小及分布特征，拉应力是影响围岩位移的重要因素，在布设支护方案时，应首先考虑控制受拉区；
（2）预应力锚杆的支护效果与其改变岩体受拉状态的体积大小呈正相关，为提高预应力锚杆的支护效果，可通过优化预应力、支护密度等参数，控制其产生的压应力，使其尽可能多地改变围岩受力状态，但该巷道原受拉区较小，仅施加预应力锚杆支护无法确保巷道顶板稳定，建议采用联合支护。
3.3　塑性区分析
各支护方案下，围岩塑性区分布云图如图8所示。
围岩塑性区体积呈现出两帮大、顶板小的特征，从破坏形式来看，巷道顶板围岩以受拉破坏为主，两帮围岩则以剪切破坏和受拉破坏为主。预应力锚杆显著缩小了巷道围岩受拉区的面积，但对剪切塑性区的控制不够。混凝土支护能缩小塑性区体积，同时也改变了浅部围岩的破坏类型，管缝式锚杆对塑性区的控制效果不明显。采取联合支护后，顶板塑性区范围大幅度减小，两帮塑性区范围也得到有效控制，几乎不存在受拉破坏区。
3.4　现场应用
为验证上述联合支护方案的合理性，在现场开展支护方案试验。首先初次喷射混凝土（30~50 mm），以封闭岩面，然后采用多臂凿岩台车造孔，清洗成孔，检查合格后安装全长预应力锚杆并布设金属网，最后二次喷浆至设计厚度，使锚网喷和围岩形成整体，提高支护效果。
该联合支护方案实施后，在巷道顶板及两帮布设监测点，采用JSS30A型数显收敛计进行巷道围岩的收敛监测，结果如图9所示。
由收敛监测结果可知，巷道表面变形在0~15 d迅速增大，到第42 天时基本稳定。随着时间的推移，变形虽有小部分增长，但曲线总体趋于平缓。在第91 天时，巷道顶板下沉量达28.74 mm，两帮移近总量达22.32 mm。现场应用效果与数值模拟结果相近，巷道围岩稳定性得到较大提升，顶板下沉量、两帮移近量等指标均可满足矿山安全生产需要，支护效果良好。但该方案成本较高，除南北缘接触带外，其他区域巷道围岩岩性较好，应用到其他巷道时，需根据实际情况对支护参数进行调整，如减少喷浆厚度或改用管缝式锚杆并降低支护密度等。
4　结论
收起
（1）在软岩巷道的支护中，围岩位移取决于所受应力的大小及分布特征，尤其是拉应力。
（2）采用FLAC3D软件模拟了预紧力及锚杆间距对预应力场的影响。预紧力并非越大越好，而是存在一合理值，支护密度对压应力值影响不明显。预应力锚杆的支护原理是依靠主动施加的压应力改变围岩受力状态，支护效果取决于其产生的压应力值、支护前围岩所受拉应力、围岩受拉区体积变化程度。
（3）结合数值模拟结果与悬吊理论，确定了锚杆间距为0.9 m、预应力为90kN、喷射C25混凝土厚度为100 mm的联合支护方案。采用该方案支护巷道可使巷道顶板下沉量、两帮移近总量分别控制在21 mm、19 mm以内，相比无支护时，分别降低了44.9%和56.2%，且有效增强了围岩的承载能力，减小了塑性区体积，能确保目标软岩巷道的长期稳定。但方案的支护成本较高，应用于其他巷道时，可采取减小喷浆厚度、锚杆数量等方法，进一步提高方案适用性。
（4）现场监测结果表明，巷道变形在第42 天后趋于稳定，在第91 天时，顶板下沉量达28.74 mm，两帮移近总量达22.32 mm。该方案具有良好的支护效果，能满足矿山安全生产的需要，基于FLAC3D设计预应力锚杆支护方案是合理可行的。
基金
收起
  • 中国有色矿业集团有限公司科技“揭榜挂帅”项目(2022JBGS01)
文献
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2025年第45卷第5期
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  • 接收时间：2024-07-17
  • 首发时间：2026-10-30
  • 出版时间：2025-05-25
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  • 收稿日期：2024-07-17
基金
中国有色矿业集团有限公司科技“揭榜挂帅”项目(2022JBGS01)
作者信息
    1.北京科技大学 土木与资源工程学院，北京　100083
    2.大冶有色金属集团控股有限公司，湖北　黄石市　435005

通讯作者:

王贻明（1970—），男，湖北武汉人，博士，教授，主要从事岩石力学、金属矿山地下充填开采研究。E-mail:
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