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Article(id=1148106712285966570, tenantId=1146029695717560320, journalId=1146031787341344770, issueId=1148106709542892487, articleNumber=1003-3033(2025)04-0085-09, orderNo=null, doi=10.16265/j.cnki.issn1003-3033.2025.04.0838, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1734451200000, receivedDateStr=2024-12-18, revisedDate=1739980800000, revisedDateStr=2025-02-20, acceptedDate=null, acceptedDateStr=null, onlineDate=1751659570999, onlineDateStr=2025-07-05, pubDate=1745769600000, pubDateStr=2025-04-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1751659570999, onlineIssueDateStr=2025-07-05, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1751659570999, creator=13701087609, updateTime=1751659570999, updator=13701087609, issue=Issue{id=1148106709542892487, tenantId=1146029695717560320, journalId=1146031787341344770, year='2025', volume='35', issue='4', pageStart='1', pageEnd='264', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=1, specialIssue=0, createTime=1751659570346, creator=13701087609, updateTime=1757560692417, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1172857809499730113, tenantId=1146029695717560320, journalId=1146031787341344770, issueId=1148106709542892487, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1172857809499730114, tenantId=1146029695717560320, journalId=1146031787341344770, issueId=1148106709542892487, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=85, endPage=93, ext={EN=ArticleExt(id=1149757849917633491, articleId=1148106712285966570, tenantId=1146029695717560320, journalId=1146031787341344770, language=EN, title=Study on freezing-dynamic combined damage and deterioration characteristics of open-pit slope fractured rock mass in cold region, columnId=1149733269173878863, journalTitle=China Safety Science Journal, columnName=Safety engineering technology, runingTitle=null, highlight=null, articleAbstract=

Based on the high and steep slope project of an open-pit slope in cold region，30 freeze-thaw cycle tests were conducted. The temperature range was set from -30 ℃ to 20 ℃.Subsequently uniaxial variable upper limit cyclic loading-unloading tests as well as synchronous acoustic emission monitoring tests were carried out. Slope rock masses with fracture angles of 0，25，50 and 75° were used in potential slip zone. The freezing-dynamic (freeze-thaw cycles and cyclic loading and unloading) combined damage and deterioration characteristics and mechanical properties of slope rock mass were explored in macro and mesoscopic scales. Furthermore，the crack initiation，propagation and failure modes of fractured rock mass were studied. The results show that as the fracture angle increases，the freeze-thaw damage effect on the fractured rock mass gradually decreases，while the compressive strength and elastic modulus exhibit a linear increasing trend with the maximum deformation of fatigue resistance of 0.558 3% at 75°. Compared to ordinary uniaxial loading，the compressive strength of fractured rock masses under cyclic loading and unloading condition decreases by 5.6 MPa. The Felicity ratios of different rock masses decrease with the increase of cyclic levels，and the Felicity ratios at the final failure stage were all below 0.7. As the cyclic loading level increases，the increment of cumulative dissipated energy decreases with the increase of fracture angle. The rock masses mainly exhibit tensile failure，but when the angles exceeded 25°，there is a trend of transformation from tensile and mixed failure to shear failure.

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为提升寒区露天矿滑坡等地质灾害防控能力，依托某寒区露天矿高陡边坡工程，在30次冻融循环试验(温度范围为-30~20 ℃)的基础上，开展不同裂隙倾角(0、25、50、75°)边坡潜滑区岩体的单轴变上限循环加卸载试验及同步声发射监测试验，从宏/细观尺度探究边坡岩体在冻-动(冻融循环与循环加卸载)联合作用下的损伤劣化特性与力学演化特征，并进一步研究裂隙岩体裂纹起裂、扩展以及破坏模式。结果表明：随裂隙倾角增大，裂隙岩体冻融损伤作用逐渐降低，但抗压强度和弹性模量呈线性趋势增长，疲劳抗性的最大变形为0.558 3%(75°)；相较于普通单轴加载，循环加卸载条件下裂隙岩体抗压强度最大降低5.6 MPa；不同岩样费利西蒂比(Felicity比)随加载循环等级增加而减小，在最终破坏阶段均低于0.7；随加载循环等级增加，累计耗散能的增幅随倾角增大而减小；岩样以张拉破坏为主，但倾角超过25°时，张拉和混合破坏有向剪切破坏转变的趋势。

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田 森 (1986—)，男，宁夏银川人，博士，副教授，主要从事矿山岩体工程灾变动力学、岩土边坡稳定性及滑坡灾害监测预警等方面的研究。E-mail： 。

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田 森 (1986—)，男，宁夏银川人，博士，副教授，主要从事矿山岩体工程灾变动力学、岩土边坡稳定性及滑坡灾害监测预警等方面的研究。E-mail： 。

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田 森 (1986—)，男，宁夏银川人，博士，副教授，主要从事矿山岩体工程灾变动力学、岩土边坡稳定性及滑坡灾害监测预警等方面的研究。E-mail： 。

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2 Mangshi Huasheng Gold Mine Development Co.，Ltd.，Mangshi Yunnan 678400，China, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null), CN=AuthorExt(id=1165198356537155742, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, authorId=1165198356407132314, language=CN, stringName=李永新, firstName=null, middleName=null, lastName=null, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1, 2, address=1 重庆大学 资源与安全学院，煤矿灾害动力学与控制全国重点实验室，重庆 400044
2 芒市华盛金矿开发有限公司，云南 芒市678400, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null)}, companyList=[AuthorCompany(id=1165198355719266435, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, xref=1, ext=[AuthorCompanyExt(id=1165198355723460740, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, companyId=1165198355719266435, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 Key Laboratory of Coal Mine Disaster Dynamics and Control，School of Resources and Safety Engineering，Chongqing University，Chongqing 400044，China), AuthorCompanyExt(id=1165198355731849349, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, companyId=1165198355719266435, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 重庆大学 资源与安全学院，煤矿灾害动力学与控制全国重点实验室，重庆 400044)]), AuthorCompany(id=1165198355807346822, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, xref=2, ext=[AuthorCompanyExt(id=1165198355815735431, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, companyId=1165198355807346822, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2 Mangshi Huasheng Gold Mine Development Co.，Ltd.，Mangshi Yunnan 678400，China), AuthorCompanyExt(id=1165198355824124040, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, companyId=1165198355807346822, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2 芒市华盛金矿开发有限公司，云南 芒市678400)])]), Author(id=1165198356600070304, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, orderNo=3, firstName=null, middleName=null, lastName=null, nameCn=null, orcid=null, stid=null, country=null, authorPic=null, dead=0, email=null, emailSecond=null, emailThird=null, correspondingAuthor=0, authorType=1, ext={EN=AuthorExt(id=1165198356688150691, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, authorId=1165198356600070304, language=EN, stringName=Ying ZHAO, firstName=Ying, middleName=null, lastName=ZHAO, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1, 3, address=1 Key Laboratory of Coal Mine Disaster Dynamics and Control，School of Resources and Safety Engineering，Chongqing University，Chongqing 400044，China
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3 中国电力建设集团有限公司 成都勘测设计研究院有限公司，四川 成都 611130, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null)}, companyList=[AuthorCompany(id=1165198355719266435, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, xref=1, ext=[AuthorCompanyExt(id=1165198355723460740, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, companyId=1165198355719266435, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 Key Laboratory of Coal Mine Disaster Dynamics and Control，School of Resources and Safety Engineering，Chongqing University，Chongqing 400044，China), AuthorCompanyExt(id=1165198355731849349, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, companyId=1165198355719266435, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 重庆大学 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articleId=1148106712285966570, language=EN, label=Fig.2, caption=Prefabricated fractured rock samples with different fracture angles, figureFileSmall=OGRUPc6nNqYkevgbzX1f4A==, figureFileBig=b4DT/AKxAo4KxTFvytTuyQ==, tableContent=null), ArticleFig(id=1165198358474924224, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, language=CN, label=图2, caption=预制不同倾角裂隙的边坡岩样, figureFileSmall=OGRUPc6nNqYkevgbzX1f4A==, figureFileBig=b4DT/AKxAo4KxTFvytTuyQ==, tableContent=null), ArticleFig(id=1165198358533644481, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, language=EN, label=Fig.3, caption=Stress-strain curves of cyclic loading-unloading of rock masses with different fracture angles after freeze-thaw, figureFileSmall=Ap70h62XHbfAisbWW5mZvw==, figureFileBig=m6aw7VOimfKu9HwBch4wdg==, tableContent=null), ArticleFig(id=1165198358596559042, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, language=CN, label=图3, caption=冻融后不同裂隙倾角岩体循环加卸载的应力-应变曲线

注：X1、X2为应变代表值。

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Parameters of variable upper limit single-shaft cyclic loading and unloading test

, figureFileSmall=null, figureFileBig=null, tableContent=
岩性 加载阶段 加载控制方式 加载速率
片麻岩 初始阶段 位移控制/
(mm·min)		 0.1
位移增至
0.3 mm		 控制力增加/
(kN·min)		 0.5
压力增至1 kN(位移
增量0.1 mm)		 控制力卸载/
(kN·min)		 0.5
依次循环直至破坏
), ArticleFig(id=1165198359557054674, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, language=CN, label=表1, caption=

变上限单轴循环加卸载试验参数

, figureFileSmall=null, figureFileBig=null, tableContent=
岩性 加载阶段 加载控制方式 加载速率
片麻岩 初始阶段 位移控制/
(mm·min)		 0.1
位移增至
0.3 mm		 控制力增加/
(kN·min)		 0.5
压力增至1 kN(位移
增量0.1 mm)		 控制力卸载/
(kN·min)		 0.5
依次循环直至破坏
), ArticleFig(id=1165198359619969235, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, language=EN, label=Table 2, caption=

Elastic modulus of rock masses with different fracture angles

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裂隙
倾角/
(°)		 1级
循环/
GPa		 2级
循环/
GPa		 3级
循环/
GPa		 4级
循环/
GPa		 5级
循环/
GPa		 6级
循环/
GPa
0 1.51 5.12 10.00 13.55 14.54 破裂
25 1.92 5.11 9.52 13.91 15.78 15.65
50 2.93 6.23 11.78 14.87 16.02 15.79
75 3.99 6.06 12.11 15.43 17.79 17.21
), ArticleFig(id=1165198359687078100, tenantId=1146029695717560320, journalId=1146031787341344770, articleId=1148106712285966570, language=CN, label=表2, caption=

不同裂隙倾角岩体的弹性模量

, figureFileSmall=null, figureFileBig=null, tableContent=
裂隙
倾角/
(°)		 1级
循环/
GPa		 2级
循环/
GPa		 3级
循环/
GPa		 4级
循环/
GPa		 5级
循环/
GPa		 6级
循环/
GPa
0 1.51 5.12 10.00 13.55 14.54 破裂
25 1.92 5.11 9.52 13.91 15.78 15.65
50 2.93 6.23 11.78 14.87 16.02 15.79
75 3.99 6.06 12.11 15.43 17.79 17.21
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寒区露天矿边坡裂隙岩体冻-动联合损伤劣化特性研究
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田森 副教授 1 , 龚远恒 1 , 李永新 1, 2 , 赵映 1, 3 , 王光进 教授 4 , 司鹄 教授 1
中国安全科学学报 | 安全工程技术 2025,35(4): 85-93
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中国安全科学学报 | 安全工程技术 2025, 35(4): 85-93
寒区露天矿边坡裂隙岩体冻-动联合损伤劣化特性研究
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田森 副教授1 , 龚远恒1, 李永新1, 2, 赵映1, 3, 王光进 教授4, 司鹄 教授1
作者信息
  • 1 重庆大学 资源与安全学院，煤矿灾害动力学与控制全国重点实验室，重庆 400044
  • 2 芒市华盛金矿开发有限公司，云南 芒市678400
  • 3 中国电力建设集团有限公司 成都勘测设计研究院有限公司，四川 成都 611130
  • 4 昆明理工大学 国土资源学院，云南 昆明 650093

    • 田 森 (1986—)，男，宁夏银川人，博士，副教授，主要从事矿山岩体工程灾变动力学、岩土边坡稳定性及滑坡灾害监测预警等方面的研究。E-mail： 。

Study on freezing-dynamic combined damage and deterioration characteristics of open-pit slope fractured rock mass in cold region
Sen TIAN1 , Yuanheng GONG1, Yongxin LI1, 2, Ying ZHAO1, 3, Guangjin WANG4, Hu SI1
Affiliations
  • 1 Key Laboratory of Coal Mine Disaster Dynamics and Control，School of Resources and Safety Engineering，Chongqing University，Chongqing 400044，China
  • 2 Mangshi Huasheng Gold Mine Development Co.，Ltd.，Mangshi Yunnan 678400，China
  • 3 Chengdu Engineering Co.，Ltd.，Power Construction Corporation of China，Chengdu Sichuan 611130，China
  • 4 Faculty of Land Resources Engineering，Kunming University of Science and Technology，Kunming Yunnan 650093，China
出版时间: 2025-04-28 doi: 10.16265/j.cnki.issn1003-3033.2025.04.0838
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摘要
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为提升寒区露天矿滑坡等地质灾害防控能力，依托某寒区露天矿高陡边坡工程，在30次冻融循环试验(温度范围为-30~20 ℃)的基础上，开展不同裂隙倾角(0、25、50、75°)边坡潜滑区岩体的单轴变上限循环加卸载试验及同步声发射监测试验，从宏/细观尺度探究边坡岩体在冻-动(冻融循环与循环加卸载)联合作用下的损伤劣化特性与力学演化特征，并进一步研究裂隙岩体裂纹起裂、扩展以及破坏模式。结果表明：随裂隙倾角增大，裂隙岩体冻融损伤作用逐渐降低，但抗压强度和弹性模量呈线性趋势增长，疲劳抗性的最大变形为0.558 3%(75°)；相较于普通单轴加载，循环加卸载条件下裂隙岩体抗压强度最大降低5.6 MPa；不同岩样费利西蒂比(Felicity比)随加载循环等级增加而减小，在最终破坏阶段均低于0.7；随加载循环等级增加，累计耗散能的增幅随倾角增大而减小；岩样以张拉破坏为主，但倾角超过25°时，张拉和混合破坏有向剪切破坏转变的趋势。

寒区露天矿  /  边坡岩体  /  裂隙岩体  /  冻融循环  /  冻-动联合  /  损伤劣化  /  声发射

Based on the high and steep slope project of an open-pit slope in cold region，30 freeze-thaw cycle tests were conducted. The temperature range was set from -30 ℃ to 20 ℃.Subsequently uniaxial variable upper limit cyclic loading-unloading tests as well as synchronous acoustic emission monitoring tests were carried out. Slope rock masses with fracture angles of 0，25，50 and 75° were used in potential slip zone. The freezing-dynamic (freeze-thaw cycles and cyclic loading and unloading) combined damage and deterioration characteristics and mechanical properties of slope rock mass were explored in macro and mesoscopic scales. Furthermore，the crack initiation，propagation and failure modes of fractured rock mass were studied. The results show that as the fracture angle increases，the freeze-thaw damage effect on the fractured rock mass gradually decreases，while the compressive strength and elastic modulus exhibit a linear increasing trend with the maximum deformation of fatigue resistance of 0.558 3% at 75°. Compared to ordinary uniaxial loading，the compressive strength of fractured rock masses under cyclic loading and unloading condition decreases by 5.6 MPa. The Felicity ratios of different rock masses decrease with the increase of cyclic levels，and the Felicity ratios at the final failure stage were all below 0.7. As the cyclic loading level increases，the increment of cumulative dissipated energy decreases with the increase of fracture angle. The rock masses mainly exhibit tensile failure，but when the angles exceeded 25°，there is a trend of transformation from tensile and mixed failure to shear failure.

cold regional open pit  /  slope rock mass  /  fractured rock mass  /  freeze-thaw cycles  /  freezing-dynamic combined  /  damage and deterioration  /  acoustic emission
田森 副教授, 龚远恒, 李永新, 赵映, 王光进 教授, 司鹄 教授. 寒区露天矿边坡裂隙岩体冻-动联合损伤劣化特性研究. 中国安全科学学报, 2025 , 35 (4) : 85 -93 . DOI: 10.16265/j.cnki.issn1003-3033.2025.04.0838
Sen TIAN, Yuanheng GONG, Yongxin LI, Ying ZHAO, Guangjin WANG, Hu SI. Study on freezing-dynamic combined damage and deterioration characteristics of open-pit slope fractured rock mass in cold region[J]. China Safety Science Journal, 2025 , 35 (4) : 85 -93 . DOI: 10.16265/j.cnki.issn1003-3033.2025.04.0838
正文
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0 引言
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露天矿边坡失稳造成的滑坡、泥石流等灾害日益增多且破坏性极大，已经成为威胁矿山安全的重要因素。特别是在高寒、高海拔地区，复杂多变的地质环境条件对露天矿边坡的稳定性造成了严重影响[1]。在露天开采过程中，不间断爆破开挖等工程扰动会导致岩体工程不断劣化、应力环境逐步复杂，诱发边坡岩体内部形成孔隙以及不同形态的节理裂隙损伤[2]。同时，在低温条件下，边坡岩体内部反复的水分冻结和融化会引起冻胀开裂，加剧了裂隙岩体损伤劣化[3-4]。因此，研究复杂结构边坡岩体在冻-动(冻融循环和循环加卸载)联合作用下的损伤劣化特性，对于寒区露天矿滑坡等地质灾害防控工作具有重要意义。
在岩体冻融损伤理论方面，国内外研究主要涉及体积膨胀理论、静水压力理论和分凝冰理论等[5-6]。宏观试验上，经过冻融循环后的砂岩，其抗压强度和弹性模量显著降低，孔隙度随冻融次数增加呈幂函数增长[7-8]；花岗岩的单轴抗压强度、纵波波速损伤变量与冻融系数之间存在线性关系[9]。在冻融循环过程中，岩体表面的裂纹密度大于内部，冻融破坏以拉伸破坏为主[10]。李聪等[11]基于等效裂纹法推导出裂隙扩展后的容积和冻胀力的关系，揭示了寒区边坡岩体裂隙扩展后的冻胀力演化规律。细观研究基于CT扫描、核磁共振技术、声发射技术分析岩体内部结构变化及裂隙场发育状态，冻融循环引起的微裂隙扩展和孔隙度增加导致岩体宏观劣化[12-14]。在长期工程扰动作用下，边坡岩体内部裂隙、节理和结构面等受明显周期荷载影响而产生损伤劣化。如循环载荷条件下岩体的峰值强度相对于常规压缩有所降低，同时表现出明显的应力-应变滞后现象[15]；赵国贞[16]、SHEN Mingxuan[17]等考虑岩体初始损伤状态，利用核磁共振等技术探究岩体损伤耗能规律。然而，针对冻胀损伤对裂隙岩体力学特性的影响及裂隙岩体裂纹发育特征等，仍需要进一步研究。
鉴于此，笔者依托寒区某露天矿边坡工程，结合实际地质环境特征，拟开展不同裂隙倾角岩体冻融循环和变上限单轴循环加卸载试验，从宏观上探究边坡岩体在冻-动联合作用下的力学特性。同时，基于同步声发射监测系统，研究冻-动联合作用下裂隙岩体细观变形与能量演化特征，揭示裂隙岩体在极端气候条件下的宏细观损伤劣化特性及破坏模式，以期为寒区露天矿(简称为露天矿)滑坡等地质灾害的防控工作提供参考。
1 冻-动联合损伤劣化特性试验方法
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1.1 试验设备及样品制备
岩样取自新疆某露天矿北帮边坡的潜滑区，如图1所示，北帮边坡整体坡体上陡下缓，呈折线型；边坡开挖使岩体应力释放，节理裂隙贯通。切割岩体可见：岩体裂缝张开5~10cm，深度达10~60cm。该地区温度为-30~25℃，温差较大。
根据《国际岩石力学学会试验规程》[18]和《工程岩体试验方法标准》[19]，制备直径50mm、高100mm的圆柱形岩体样本。
为探明岩体裂隙角度对其力学特性的影响，以岩样中截面为基准面，在试件中部加工出长20mm、宽2mm的不同倾角(0、25、50、75°)裂隙，深度为50mm，如图2所示。
1.2 冻融试验
根据文献[19]，将筛选的岩样在真空饱水机中强制饱和48h，放入岩石冷冻冰柜。为测试该岩体最大冻融损伤量，冻融试验过程中使用注射器向样本裂隙内注入纯净水，用防水胶布与保鲜膜包裹样本，尽可能减少水分流失；将冻结与融化温度分别设置为-30、20 ℃，每个冻融循环周期持续12h。
1.3 循环加卸载与同步声发射监测试验
经过30次冻融循环后，根据裂隙倾角不同，将试验分为4组，共16个岩样，常规单轴压缩和变上限单轴循环加卸载试验分别取8个岩样，其中，变上限单轴循环加卸载试验参数见表1。
采用岩石力学试验系统(Rock Mechanical Test System 815，MTS815)及同步声发射监测系统，在岩样表面安装环向引伸计和声发射传感器。
2 冻-动联合损伤劣化特性试验结果与讨论
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2.1 冻-动联合作用下岩体宏观力学特性研究
2.1.1 岩体应力-应变曲线特征
冻融后不同裂隙倾角岩体循环加卸载的应力-应变曲线如图3所示。整个力学试验过程分为3个阶段。初期，应力较低，岩体裂隙逐渐开始被压缩闭合。在第1个循环等级，岩样的应变从0.288 7×10-2(0°)降低至0.198 8×10-2(75°)，岩样初期应变随倾角增大逐渐变小，表明岩体初期的强度随倾角的增大而增大，冻融损伤随着倾角的增大而减小。当卸载应力时，岩样内部裂纹在一定压力下无法完全闭合，应力迅速降低而应变缓慢恢复，出现滞回效应，卸载与再加载曲线的交叉形成封闭滞回环。
试验中期，岩样首先进入弹性变形阶段，孔隙被压缩。随荷载增大，岩样内部逐渐压实，进入屈服阶段，并产生新裂隙，其应力-应变曲线逐渐变陡。
在后期，随着新生裂隙稳定贯穿整个岩样，岩样发生宏观破坏，应力加载突降为0。不同裂隙倾角下破坏峰值时的应变从0.614 7×10-2(0°)增大到0.757 1×10-2(75°)，其轴向应变随倾角增大而增大，表明岩样的轴向刚度随裂隙倾角的增大而减小。
2.1.2 岩体强度特性
不同裂隙倾角岩体的弹性模量见表2，由表2可知：不同裂隙倾角下，岩样的弹性模量均表现出先增后减的趋势。随着循环等级增加，岩样内部结构变得更加紧密，弹性模量变大；但到第5级循环后，岩样内部新生裂纹的扩展导致岩体软化，弹性模量逐步降低。
此外，在相同循环等级下，弹性模量随裂隙角度的增大而增大。如在第5级循环后，弹性模量从14.54 GPa(0°)增至17.79 GPa(75°)，与峰值强度变化一致。
岩样在常规单轴压缩与循环加卸载条件下的峰值抗压强度与峰值应变如图4所示。相较于常规单轴加载，所有岩样的峰值应力均有所降低，而对应的峰值应变有所增加。循环加卸载条件下的应变增加14.81%(0°)、21.43%(25°)、-5.48%(50°)、2.71%(75°)；而抗压强度分别降低17.65%(0°)、15.51%(25°)、6.75%(50°)、3.53%(75°)。这表明岩样在循环压缩时，其强度比单轴压缩普遍低，两者差异随倾角的增大而减弱。
2.2 岩体的耗散能演化特征分析
在循环加卸载过程中，卸载曲线与再加载曲线交汇形成滞回环[20]。其计算公式如下：
U I = ∫ 0 C l 1 d ε
U E = ∫ 0 C l 2 d ε
U D = U I - U E
式中： U I为输入能密度，MJ/m3； U D为耗散能密度，MJ/m3； U E为弹性能密度，MJ/m3;C为峰值应变；l1为加载段应力曲线； ε为轴向应变； l 2为卸载段应力曲线。
不同裂隙倾角下，岩样输入能、弹性能、耗散能等与循环等级关系如图5所示。随循环等级增加，输入能和弹性能逐渐增加。当倾角为50°时，输入能从5.792 5×10-4 MJ/m3增加到716.568 6×10-4 MJ/m3，增幅最大。弹性能在第4至第5等级时增加较为明显，各岩样的弹性能增幅分别为99.094×10-4 MJ/m3(25°)、224.37×10-4 MJ/m3(50°)、242.107×10-4 MJ/m3(75°)，增幅随裂隙倾角而变大，倾角大时输入能也较大，表明冻融对岩石损伤随裂隙倾角增大而降低。
岩样的能耗比随循环等级增加呈现先降低后增加的趋势。能耗比在第1循环等级最高，表明经过冻融处理的岩样内部产生裂纹，存在较大的塑性残余应变。
2.3 岩体的声发射特征参数演化特征研究
2.3.1 岩体的振铃计数演化特征
不同裂隙倾角下冻-动联合作用下岩样的应力、振铃计数与累计振铃计数演化关系，如图6所示。加载时间200s内，加载应力低于15 MPa，岩样内部新裂隙较少。当岩样进入塑性变形和破坏阶段时，应力达到峰值，内部裂隙和微裂纹开始逐渐扩展并贯通，声发射振铃计数急剧增加。如倾角0°，应力达到峰值(28.27 MPa)时，振铃计数是总量的65%左右，达到峰值。
不同裂隙倾角岩体破坏时的声发射活动差异较大。岩样倾角为25°和50°时，最后一次加载的声发射信号活动相对0°倾角变少。这是由于这两个倾角的岩样上一循环等级的峰值应力大于后一循环等级。这表明该岩样具有明显的Kaiser效应，不同裂隙倾角岩样的累计振铃计数呈阶梯分布。
2.3.2 岩体的Felicity比演化特征
σ i为第 i次加载过程中出现明显声发射现象时的应力值； σ i为第i-1次加载所达到的最大应力值。试验采集了振铃计数增加100次时的应力作为有效应力，得到有效应力点随循环等级的分布状态，如图7所示。由图7可知：应力值随加载循环等级呈线性增长。各岩样的有效应力值分别为17.26 MPa(0°)、24.89 MPa(25°)、30.17 MPa(50°)、30.24 MPa(75°)，随裂隙倾角的增大而增大，表明倾角会影响岩体进入破坏阶段的速度。
Felicity比随循环等级变化情况如图8所示。随着循环等级增加，Felicity比呈下降趋势，表明岩样损伤程度逐渐加剧。如裂隙倾角为50°时，在前3级循环中，Felicity比从初始的1.42下降至1.01。随着加载应力进一步增加，岩样由弹性变形逐渐进入塑性变形阶段，此时内部裂隙进一步扩展并贯通，Felicity比持续下降。第6级循环后，各岩样的Felicity比进一步降至0.67(0°)、0.69(25°)、0.70(50°)、0.77(75°)，岩样已进入破坏阶段，内部损伤程度达到最大。Felicity比值随倾角的增大而减小，再次验证了岩石强度随倾角增大而增大的趋势。
2.4 岩体宏/细观破坏模式研究
岩体宏观破坏形态如图9所示。裂隙倾角为0和25°的岩样破裂面较为复杂，宏观破裂面从预制裂隙处向岩样两端发展，直至贯通。随裂隙倾角增大，贯通裂纹逐渐远离预制裂隙。裂隙倾角50和75°的岩样破裂面相对简单，特别是75°的试件，几乎是单一断面的劈裂破坏，预制裂隙处几乎未见新裂纹形成。由此可见：随预制裂隙倾角增大，宏观破裂面与试件表面的交线逐渐远离预制裂隙。
图10为基于混合高斯模型(Gaussian Mixture Model，GMM)的裂纹分类[21]，裂纹1代表混合裂纹，2为张拉裂纹，3为剪切裂纹。岩体各倾角的张拉裂纹占比均大于50%，主要以张拉裂纹为主。如裂隙倾角为0°时，张拉裂纹占55.3%，剪切裂纹占32.7%。其中，裂隙倾角25°岩样张拉破坏最为明显。当超过25°时，剪切裂纹逐渐增加，达到19.5%，而张拉裂纹和混合裂纹逐渐减少。这表明岩石破坏模式从张拉破坏逐渐转向单一的剪切破坏，但张拉破坏仍占主导。这一规律与图9中的宏观破坏模式相对应。
3 结论
收起
1) 随裂隙倾角的增大，岩体的抗压强度和弹性模量呈线性增长趋势，裂隙倾角较大的岩样在循环加卸载下表现出更强的疲劳抗力与抗冻融损伤能力。相较于单轴常规加载条件，循环加卸载条件下的裂隙岩体抗压强度有所降低，最大降低了17.65%。受冻融损伤的岩样在循环加载下表现出更明显塑性特征。
2) 在循环加卸载过程中，随循环等级的增加，岩体耗能比呈现先降低后增加的趋势，累计耗散能的增幅随裂隙倾角的增大逐渐降低，新裂隙的形成和扩展趋于稳定。试验过程中出现了Kaiser效应和Felicity效应。岩样的Felicity比随循环等级增加而减小，最终破坏阶段的比值均低于0.7。
3) 随应力水平提升，岩体内部形成新裂隙，特别是在接近峰值应力时，声发射振铃计数达到峰值，岩样表面裂纹由预制裂隙处向岩体两端扩展，最终贯通破坏。此外，岩体均以张拉破坏为主，，当裂隙倾角超过25°时，随倾角的增大，张拉和混合破坏有向剪切破坏转变的趋势。
基金
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  • 国家自然科学基金青年基金资助(51904040)
  • 芒市华盛金矿开发有限公司项目(H20241326)
  • 长江学者和高校创新团队发展计划项目(IRT_17R112)
文献
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2025年第35卷第4期
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doi: 10.16265/j.cnki.issn1003-3033.2025.04.0838
  • 接收时间：2024-12-18
  • 首发时间：2025-07-05
  • 出版时间：2025-04-28
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  • 收稿日期：2024-12-18
  • 修回日期：2025-02-20
基金
国家自然科学基金青年基金资助(51904040)
芒市华盛金矿开发有限公司项目(H20241326)
长江学者和高校创新团队发展计划项目(IRT_17R112)
作者信息
    1 重庆大学 资源与安全学院，煤矿灾害动力学与控制全国重点实验室，重庆 400044
    2 芒市华盛金矿开发有限公司，云南 芒市678400
    3 中国电力建设集团有限公司 成都勘测设计研究院有限公司，四川 成都 611130
    4 昆明理工大学 国土资源学院，云南 昆明 650093
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2种不同金属材料的力学参数
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Family		 属数
Number of
genus		 种数
Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
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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