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Article(id=1149774731102089916, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149774724923880044, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2404995, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1720022400000, receivedDateStr=2024-07-04, revisedDate=1739376000000, revisedDateStr=2025-02-13, acceptedDate=null, acceptedDateStr=null, onlineDate=1752057257676, onlineDateStr=2025-07-09, pubDate=1745769600000, pubDateStr=2025-04-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752057257676, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752057257676, creator=13701087609, updateTime=1752057257676, updator=13701087609, issue=Issue{id=1149774724923880044, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='12', pageStart='4827', pageEnd='5272', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1752057256203, creator=13701087609, updateTime=1768456746933, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1218559174552764785, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149774724923880044, language=EN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1218559174552764786, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149774724923880044, language=CN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=5141, endPage=5150, ext={EN=ArticleExt(id=1149774731307610822, articleId=1149774731102089916, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Uniaxial Compression Mechanical Behaviors and Failure Rules of Brittle Rocks with Different Lithologies, columnId=1156262729917780302, journalTitle=Science Technology and Engineering, columnName=Papers·Architectural Science, runingTitle=null, highlight=null, articleAbstract=

In order to realize the optimal design of rock-socketed pile foundation in mountainous area and effectively prevent the rupture of the rock, the compression mechanical behaviors and failure mechanisms of brittle rocks with different lithologies were experimentally and numerically investigated. Firstly, uniaxial compression tests were carried out on five kinds of brittle rocks based on the self-made compression testing system. Acoustic emission (AE) monitor system and digital image correlation (DIC) technology were used to discuss the characteristic parameters of AE signals during the crushing. Moreover, the characteristics of critical failure precursors and the evolution rules of damage failure of different rocks were obtained by using the nonlinear explicit finite element (FE) method. The experimental results were in good agreement with the corresponding FE ones. The results show that there are the obvious AE phenomena in brittle rocks during the uniaxial compression test, and the active degree of ringing count and accumulated energy can describe the internal damage of the specimens effectively. At the initial stage of the compression, there is no obvious crack on the rock surface. However, more cracks appear on the surface of the specimens with the increase of the compressive stress. The specimens are destroyed instantaneously when the compressive stress reaches the peak stress, and no new cracks are generated. The distribution and evolution of local strains can intuitively predict the breeding and expansion of new fissures. The research results provide theoretical reference for monitoring and warning of rock failure and foundation design of transmission line in mountainous area.

, correspAuthors=Xin-chun ZHANG, 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, authorCompany=null, fund=null, authors=null, authorsList=Xin-chun ZHANG, You-yun ZOU, Jing-de WANG, Meng-tao YANG, Zeng-wei LIU, Qing-song SUN, Zhao-xin SONG, Bei LI), CN=ArticleExt(id=1149774765398913057, articleId=1149774731102089916, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=不同岩性脆性岩石的单轴压缩力学特性及破坏规律, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

为了实现岩石山区嵌岩桩基础优化设计和有效预防岩体破裂,对不同岩性脆性岩石的压缩力学行为和破坏规律进行实验和数值研究。首先,基于自制的压缩试验系统对5种常见脆性岩石进行单轴压缩试验,采用声发射(acoustic emission,AE)监测系统并搭配数字图像相关(digital image correlation,DIC)技术,对不同强度脆性岩石在压缩过程中的声发射信号特征进行具体分析。此外,结合非线性显式有限元(finite element,FE)方法,获得不同岩石临界破坏前兆特征及损伤破坏演化规律,实验与有限元结果吻合较好。结果表明:脆性岩石在单轴压缩过程中有明显声发射现象产生,振铃计数与累计能量的活跃程度能有效表征试件的内部损伤;在加载初期试件表面无明显裂纹产生,但随着压缩应力的增加,试件表面出现较多塑性变形区;需要指出的是,当应力达到峰值应力时,试件瞬间沿着塑性变形区发生破坏,不再产生新的裂纹;局部应变的分布和演化可直观预测新生裂隙的孕育和扩展。研究成果可为岩石破坏监测预警和山区输电线路铁塔基础设计提供理论指导。

, correspAuthors=张新春, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=3InjiUwL72hwhUidx3S0Gw==, magXml=bsWVPwESyEQ27PZdEmNF4Q==, pdfUrl=null, pdf=uGzz7vBiNPqhdBl7O6MX9A==, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=nLsyROiqP9WMujty89Nwkw==, mapNumber=null, authorCompany=null, fund=null, authors=

张新春(1980—),男,汉族,河北沧州人,博士,副教授。研究方向:输电线路工程设计。E-mail:。

, authorsList=张新春, 邹有云, 王敬德, 杨萌涛, 刘增炜, 孙青松, 宋兆鑫, 李北)}, authors=[Author(id=1179799754608361633, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, orderNo=0, firstName=null, middleName=null, lastName=null, nameCn=null, orcid=null, stid=null, country=null, authorPic=null, dead=0, email=xczhang@ncepu.edu.cn, emailSecond=null, emailThird=null, correspondingAuthor=0, authorType=1, ext={EN=AuthorExt(id=1179799754709024931, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, authorId=1179799754608361633, language=EN, stringName=Xin-chun ZHANG, firstName=Xin-chun, middleName=null, lastName=ZHANG, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1, address=1 School of Engineering Power and Mechanical Engineering, North China Electric Power University, Baoding 071003, China, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null), CN=AuthorExt(id=1179799754826465444, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, authorId=1179799754608361633, language=CN, stringName=张新春, firstName=null, middleName=null, lastName=null, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1, address=1 华北电力大学能源动力与机械工程学院, 保定 071003, bio={"content":"

张新春(1980—),男,汉族,河北沧州人,博士,副教授。研究方向:输电线路工程设计。E-mail:。

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张新春(1980—),男,汉族,河北沧州人,博士,副教授。研究方向:输电线路工程设计。E-mail:。

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language=EN, label=Fig.7, caption=Comparison of principal strain and crack for fine yellow sandstone, figureFileSmall=ZorxurVfvqo3Ym0JnHzQYg==, figureFileBig=C2g3+79fYIa41fbYrybKrw==, tableContent=null), ArticleFig(id=1179799758928494820, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, language=CN, label=图7, caption=细黄砂岩主应变与裂纹对比, figureFileSmall=ZorxurVfvqo3Ym0JnHzQYg==, figureFileBig=C2g3+79fYIa41fbYrybKrw==, tableContent=null), ArticleFig(id=1179799759003992295, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, language=EN, label=Fig.8, caption=Comparison of stress-strain curve between experimental and FE results for two typical rocks, figureFileSmall=ve9fobFWV1EIwvXW8szAtA==, figureFileBig=bBRT2787VvUvn9V0SiIcng==, tableContent=null), ArticleFig(id=1179799759138210024, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, language=CN, label=图8, caption=两类典型岩石的应力-应变曲线试验与有限元对比, figureFileSmall=ve9fobFWV1EIwvXW8szAtA==, figureFileBig=bBRT2787VvUvn9V0SiIcng==, tableContent=null), ArticleFig(id=1179799759222096106, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, language=EN, label=Fig.9, caption=Crack propagation process for limestone, figureFileSmall=5h/Zeb2iVvMBA1y0ofFc2w==, figureFileBig=UsPDJOGaijds/a49Tls3/w==, tableContent=null), ArticleFig(id=1179799759310176492, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, language=CN, label=图9, caption=石灰岩裂纹发展过程, figureFileSmall=5h/Zeb2iVvMBA1y0ofFc2w==, figureFileBig=UsPDJOGaijds/a49Tls3/w==, tableContent=null), ArticleFig(id=1179799759394062574, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, language=EN, label=Fig.10, caption=Crack propagation process for fine yellow sandstone, figureFileSmall=YojMojgXyvQALe3HsLFH5Q==, figureFileBig=RkM7+EYNKdAP2+l64yOJxw==, tableContent=null), ArticleFig(id=1179799759456977136, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, language=CN, label=图10, caption=细黄砂岩裂纹发展过程, figureFileSmall=YojMojgXyvQALe3HsLFH5Q==, figureFileBig=RkM7+EYNKdAP2+l64yOJxw==, tableContent=null), ArticleFig(id=1179799759528280306, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, language=EN, label=Table 1, caption=

Parameters of different rocks are measured by experiment

, figureFileSmall=null, figureFileBig=null, tableContent=
岩石名称 试样编号 密度ρ/(kg·m-3) 弹性模量E/MPa 泊松比μ 单轴抗压强度σc/MPa
单值 均值 单值 均值 单值 均值 单值 均值
红砂岩 DZ-1 2 294 2 296 17 300 16 800 0.25 0.25 31.9 32.2
DZ-2 2 298 16 300 0.25 32.4
石灰岩 DZ-3 2 423 2 423 19 504 19 500 0.22 0.22 146.7 141.1
DZ-4 2 423 19 496 0.22 135.5
硬质红砂岩 DZ-5 2 713 2 715 19 998 20 003 0.24 0.23 90.6 88.1
DZ-6 2 717 20 008 0.22 85.6
细黄砂岩 DZ-7 2 074 2 080 6 005 6 000 0.29 0.29 24.7 24.9
DZ-8 2 086 5 995 0.29 25.1
粗黄砂岩 DZ-9 2 247 2 250 10 986 11 000 0.34 0.35 20.1 20.1
DZ-10 2 253 11 014 0.36 20.1
), ArticleFig(id=1179799759628943603, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774731102089916, language=CN, label=表1, caption=

试验测得不同岩体参数

, figureFileSmall=null, figureFileBig=null, tableContent=
岩石名称 试样编号 密度ρ/(kg·m-3) 弹性模量E/MPa 泊松比μ 单轴抗压强度σc/MPa
单值 均值 单值 均值 单值 均值 单值 均值
红砂岩 DZ-1 2 294 2 296 17 300 16 800 0.25 0.25 31.9 32.2
DZ-2 2 298 16 300 0.25 32.4
石灰岩 DZ-3 2 423 2 423 19 504 19 500 0.22 0.22 146.7 141.1
DZ-4 2 423 19 496 0.22 135.5
硬质红砂岩 DZ-5 2 713 2 715 19 998 20 003 0.24 0.23 90.6 88.1
DZ-6 2 717 20 008 0.22 85.6
细黄砂岩 DZ-7 2 074 2 080 6 005 6 000 0.29 0.29 24.7 24.9
DZ-8 2 086 5 995 0.29 25.1
粗黄砂岩 DZ-9 2 247 2 250 10 986 11 000 0.34 0.35 20.1 20.1
DZ-10 2 253 11 014 0.36 20.1
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不同岩性脆性岩石的单轴压缩力学特性及破坏规律
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张新春 1 , 邹有云 1 , 王敬德 1, 2 , 杨萌涛 1 , 刘增炜 3 , 孙青松 3 , 宋兆鑫 3 , 李北 2
科学技术与工程 | 论文·建筑科学 2025,25(12): 5141-5150
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科学技术与工程 | 论文·建筑科学 2025, 25(12): 5141-5150
不同岩性脆性岩石的单轴压缩力学特性及破坏规律
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张新春1 , 邹有云1, 王敬德1, 2, 杨萌涛1, 刘增炜3, 孙青松3, 宋兆鑫3, 李北2
作者信息
  • 1 华北电力大学能源动力与机械工程学院, 保定 071003
  • 2 河北电力工程监理有限公司, 石家庄 050081
  • 3 国网河北省电力有限公司建设公司, 石家庄 050081

    • 张新春(1980—),男,汉族,河北沧州人,博士,副教授。研究方向:输电线路工程设计。E-mail:。

Uniaxial Compression Mechanical Behaviors and Failure Rules of Brittle Rocks with Different Lithologies
Xin-chun ZHANG1 , You-yun ZOU1, Jing-de WANG1, 2, Meng-tao YANG1, Zeng-wei LIU3, Qing-song SUN3, Zhao-xin SONG3, Bei LI2
Affiliations
  • 1 School of Engineering Power and Mechanical Engineering, North China Electric Power University, Baoding 071003, China
  • 2 Hebei Electric Power Engineering Supervision Co. , Ltd. , Shijiazhuang 050081, China
  • 3 State grid Hebei Electric Power Co. , Ltd. , Construction Company, Shijiazhuang 050081, China
出版时间: 2025-04-28 doi: 10.12404/j.issn.1671-1815.2404995
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摘要
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为了实现岩石山区嵌岩桩基础优化设计和有效预防岩体破裂,对不同岩性脆性岩石的压缩力学行为和破坏规律进行实验和数值研究。首先,基于自制的压缩试验系统对5种常见脆性岩石进行单轴压缩试验,采用声发射(acoustic emission,AE)监测系统并搭配数字图像相关(digital image correlation,DIC)技术,对不同强度脆性岩石在压缩过程中的声发射信号特征进行具体分析。此外,结合非线性显式有限元(finite element,FE)方法,获得不同岩石临界破坏前兆特征及损伤破坏演化规律,实验与有限元结果吻合较好。结果表明:脆性岩石在单轴压缩过程中有明显声发射现象产生,振铃计数与累计能量的活跃程度能有效表征试件的内部损伤;在加载初期试件表面无明显裂纹产生,但随着压缩应力的增加,试件表面出现较多塑性变形区;需要指出的是,当应力达到峰值应力时,试件瞬间沿着塑性变形区发生破坏,不再产生新的裂纹;局部应变的分布和演化可直观预测新生裂隙的孕育和扩展。研究成果可为岩石破坏监测预警和山区输电线路铁塔基础设计提供理论指导。

单轴压缩  /  脆性岩石  /  声发射(AE)  /  数字图像技术(DIC)  /  破坏特征  /  有限元(FE)模拟

In order to realize the optimal design of rock-socketed pile foundation in mountainous area and effectively prevent the rupture of the rock, the compression mechanical behaviors and failure mechanisms of brittle rocks with different lithologies were experimentally and numerically investigated. Firstly, uniaxial compression tests were carried out on five kinds of brittle rocks based on the self-made compression testing system. Acoustic emission (AE) monitor system and digital image correlation (DIC) technology were used to discuss the characteristic parameters of AE signals during the crushing. Moreover, the characteristics of critical failure precursors and the evolution rules of damage failure of different rocks were obtained by using the nonlinear explicit finite element (FE) method. The experimental results were in good agreement with the corresponding FE ones. The results show that there are the obvious AE phenomena in brittle rocks during the uniaxial compression test, and the active degree of ringing count and accumulated energy can describe the internal damage of the specimens effectively. At the initial stage of the compression, there is no obvious crack on the rock surface. However, more cracks appear on the surface of the specimens with the increase of the compressive stress. The specimens are destroyed instantaneously when the compressive stress reaches the peak stress, and no new cracks are generated. The distribution and evolution of local strains can intuitively predict the breeding and expansion of new fissures. The research results provide theoretical reference for monitoring and warning of rock failure and foundation design of transmission line in mountainous area.

uniaxial compression  /  brittle rocks  /  acoustic emission(AE)  /  digital image correlation(DIC)  /  failure characteristics  /  finite element(FE) simulation
张新春, 邹有云, 王敬德, 杨萌涛, 刘增炜, 孙青松, 宋兆鑫, 李北. 不同岩性脆性岩石的单轴压缩力学特性及破坏规律. 科学技术与工程, 2025 , 25 (12) : 5141 -5150 . DOI: 10.12404/j.issn.1671-1815.2404995
Xin-chun ZHANG, You-yun ZOU, Jing-de WANG, Meng-tao YANG, Zeng-wei LIU, Qing-song SUN, Zhao-xin SONG, Bei LI. Uniaxial Compression Mechanical Behaviors and Failure Rules of Brittle Rocks with Different Lithologies[J]. Science Technology and Engineering, 2025 , 25 (12) : 5141 -5150 . DOI: 10.12404/j.issn.1671-1815.2404995
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作为一种复杂的地质介质,岩石内部含有大量原生裂隙、微孔洞等缺陷,当受到机械扰动后,岩体内部应力将重新分布,原生裂隙发生扩展、贯通,最终形成宏观破坏面。这个过程在岩石表面通常无明显异常现象发生,使得岩体工程存在大量的不确定因素,岩体工程在施工和安全层面问题的需求不断增加[1-3]。因此,研究不同压缩荷载下岩体的力学响应特性和破坏规律,对于岩石类基础承载能力以及混凝土结构设计具有重要的现实意义。
目前,中外学者关于脆性岩石的压缩力学性能和破坏规律的大量研究业已展开。孙梦成等[4]基于各向同性基本假定构建了一种新型损伤本构模型,推导了岩石三轴压缩强度和变形参量与模型参数的理论关系。邓林等[5]分析了开裂后裂纹尖端应力强度因子的变化规律,从宏观层面解释了岩石在单轴压缩试验中的劈裂破坏机理,确定了劈裂裂纹产生的位置。王苏生等[6]采用砂岩常规三轴压缩试验对本构模型的合理性进行验证,并在此基础上分析了岩石损伤演化及孔隙率变化规律。刘冬桥等[7]对6种具备不同脆性属性的岩石材料的应力-应变响应、破裂模式以及能量转化特性进行了研究,在全面考量峰值前弹性能量积累速率、峰值后能量耗散规模及其衰减速度的基础上,建立了一种基于岩石应力-应变曲线全过程的脆性指数计算模型。赵永等[8]通过对岩石破裂过程中不同声发射参数的相关性进行研究,建立了基于声发射参数的多种岩性岩石稳定性评价机制。赵学亮等[9]通过数值模拟与参数分析,研究了岩体力学参数和桩基参数等因素对桩岩相互作用的影响。李安强等[10]通过对岩石破裂过程中声发射时空演化特征、能量释放规律研究,发现岩石破裂全过程声发射时序演化及声发射空间定位迁移演化过程,对花岗岩破裂失稳的前兆信息进行了详细探讨。汪学彬等[11]以玄武岩石粉为研究对象,研究玄武岩石粉在不同掺加方式(外掺、内掺)下和不同掺量时对混凝土抗压强度、收缩性、氯离子扩散系数的影响。Shi等[12]通过实验研究揭示了不同岩石-喷射混凝土复合材料的破坏机理与性能差异,提出了基于耗散能的复合材料损伤计算模型。Guo等[13]揭示了循环荷载下的断裂损伤特性,开发了损伤定量识别方法,明确了损伤时空演化规律及其对裂纹扩展路径的影响机制。刘义等[14]总结了循环作用下的抗拔系数与循环位移比的关系,建立了基于循环位移比的桩基础抗拔承载力计算模型。Zhou等[15]对岩石材料裂纹应力阈值进行了量化研究,基于轴向塑性应变来评估岩石的裂纹闭合应力和损伤应力阈值,为更深入地理解岩石材料的变形与破坏机制提供了重要的量化工具。Yang等[16]对横观各向同性的硬岩与软岩复合类岩质材料进行三轴压缩试验,结果表明,随着围压的增加,硬岩与软岩各自内在的力学特性在很大程度上决定了裂纹分布的特征。Liu等[17]对一系列具有不同岩石强度构成的岩石-煤层界面复合试件进行了单轴压缩力学测试,结果表明,该复合材料的整体承载强度特性在很大程度上受到其所含煤层相较于岩石基体较低的力学性质的制约。Zhang等[18]对煤岩复合体进行模拟单轴压缩试验,讨论了煤体积占比和加载速率对试样力学特性的影响。刘鑫等[19]采用声发射(acoustic emission,AE)技术对混凝土在高温下的实时损伤进行全程监测,发现混凝土的宏观力学性能与其声发射响应具有较好的对应关系。尽管中外学者对岩石在不同影响条件下的破坏规律进行了深入研究,但主要侧重于单一信号监测,关于采用多种监测手段用以实现时域及频域多角度综合分析不同岩性岩石破坏规律的研究亟需展开。
鉴于此,基于AE和数字图像(digital image correlation,DIC)技术对不同岩性脆性岩体进行单轴压缩试验,同时结合有限元模拟方法,研究5种不同岩性岩体试件的力学响应特性及加载变形过程中裂纹萌生、积聚和扩展规律,揭示脆性岩石损伤演化规律及破坏前兆的声发射特性,为岩体工程设计提供理论参考。
1 试验方案与有限元模型
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1.1 样品的制备
试验中采用的红砂岩、粗黄砂岩和细黄砂岩均产自四川内江;硬质红砂岩产自广西钦州;石灰岩产自河北石家庄。为了消除样品的离散性[18-19]和保证试验结果可靠性,每组试验均重复两次。根据《工程岩体试验方法标准》(GB/T 50266—2013)[20],将试件加工成直径50 mm,高度100 mm的标准圆柱体,利用抛光机对试件两端断面进行平整抛光,试件端面不平行度与直径误差分别控制在0.05 mm与0.3 mm之内,结构端面垂直于轴线,其误差小于0.25°,加工后的不同岩性岩体试件如图1所示。将加工好的样件按顺序分组编号,具体分组如表1所示。
1.2 试验设备与方案
自制单轴压缩试验系统如图1所示。压力试验机采用TYE-3000,可以实现0~3 000 kN范围内轴向力控制加载,功率为1.5 kW,加载速率为1 kN/s,加载至试件破坏且荷载骤降时试验停止。此外,该体系配备了尖端的伺服控制器与配套软件,可自主完成并智能化简化全部轴向加载测试流程,实现对轴向荷载执行机构的全闭环伺服调控,从而有力保障整个加载过程中应力控制的高稳定性。
在该系统中,AE监测采用DS2-8A型声发射监测技术(由北京软岛时代科技有限公司提供),该设备具备四通道并行采集能力,每通道最高采样速率可达6 M/s。搭配RS-2A型号的高灵敏度探头,其中心工作频率为150 kHz,整个系统还包括前置放大器、信号处理器及磁性安装附件等配套组件。在试验准备阶段,对试件表面进行细致处理以确保其平整度,随后将RS-2A探头通过涂抹凡士林作为耦合介质的方式与试件紧密连接,如图1所示,将其布置于试件侧边特定位置以便有效捕捉声发射信号。在岩石试件受压损伤过程中,该声发射技术能够连续记录并存储结构内部产生的声学数据,形成波形文件记录。利用声发射参数分析法可分析试件在压缩测试中的变形和损伤演变过程。借助累积能量值来量化裂纹扩展以及整体结构变形所释放的能量总量,从而间接反映加载过程中应力积累的程度;同时引入振铃计数参数,声发射事件引发的传感器振荡次数若超出门槛值,即可直观展示试件强度,并据此推断应变能的释放幅度变化[21]。
DIC特征监测采用VIC-3D全场变形测量系统,设备布置及连接如图1所示。系统主要构成部分包括两个Schneider 2.8/50-0902型XNP镜头、两个1 200万像素的相机、两个光源以及一套支架,其图像采集频率为5帧/s。在试验前准备阶段,需在试件表面上制作出均匀分布的散斑图案区域,精确调整试件的位置,确保其整体可被相机完全捕捉,并对相机焦距进行精细校准,以便于获取高清晰度图像数据。在开始加载试验的同时同步开启DIC系统的图像采集功能,持续记录直至试件完成整个加载过程。实验结束后,利用DIC分析系统处理实验期间捕获的所有原始图像数据,处理图像时应尽可能在试件表面选取较大范围的网格区域,分析并导出不同试件加载全过程的应变场数据。
1.3 有限元模型
为了深入剖析不同岩性脆性岩石的压缩力学特性和损伤破坏演化规律,采用显式有限元方法并借助ABAQUS软件建立岩石试件的有限元模型,如图2所示。有限元模拟条件与室内试验条件完全一致。结构直径为50 mm,高度为100 mm,与试验尺寸一致。岩石模型采用经典的摩尔-库伦(M-C)本构模型,具体材料参数如表1所示。加载压头设定为一个直径70 mm的无厚度的刚体平板,岩石采用C3D8R(三维八结点)实体单元进行离散,网格数量为15 300,上下刚性板采用R3D4单元进行离散。计算过程中,试件置于底部固定的刚性板上,加载端刚性板沿z轴方向逐级加荷载,将刚性板与岩石间定义为面-面自动接触,摩擦系数为0.02。
2 结果与讨论
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2.1 单轴压缩试验结果
2.1.1 应力-应变曲线
对5种岩石试件(每组2个):红砂岩、石灰岩、硬质红砂岩、细黄砂岩和粗黄砂岩(编号依次为DZ1~DZ10)进行了单轴压缩试验。试验设备加载方式采用力控制,当加载应力达到峰值应力时,试件将发生破坏。试件单轴抗压强度通过加载过程中的最大破坏荷载与横截面积之比得到,试件弹性模量通过计算应力-应变曲线中直线段给出,泊松比则根据直线段上横向应变增量与纵向应变增量的比值来确定。不同岩石试件在单轴压缩下的应力-应变曲线如图3所示,试验测得各脆性岩石的抗压强度、密度、弹性模量和泊松比等参数分别列于表1中。
2.1.2 破坏形态
以细黄砂岩(DZ-7)为例,图4给出了脆性岩石试件在不同压缩时刻的典型变形过程。从图4(a)可以看出,在加载的初始阶段,试件表现出明显的弹性压缩变形;随着压缩荷载的逐步增加,其内部固有的孔隙空间经历了一段逐渐闭合的过程。在弹性变形阶段,试件表面并未观测到明显的裂纹扩展。从图4(b)~图4(f)可以看出,当应力水平趋近于岩石的峰值承载极限时,试件表层开始显现出较为密集的裂纹分布现象,与此同时,内部积累的能量达到较高状态,一旦应力达到峰值点,试件即刻发生瞬态破坏,呈现为典型的脆性断裂模式,此时观察到的表面裂纹主要沿轴向快速扩展。当过了峰值应力阶段后,试件表面开始出现由破裂导致的碎屑剥落情况,尽管裂纹持续延伸,但已不再有新的裂纹形成。随着变形量的不断增大,试件的承载性能逐渐削弱直至完全丧失,最终走向整体结构失效的状态。
图5给出了5种不同岩性岩石试件遭受破坏后的具体变形形态。可以看出,5种不同岩性样本(按由左至右顺序分别为红砂岩、石灰岩、硬质红砂岩、细黄砂岩及粗黄砂岩)在承受单轴压缩荷载破坏时,尽管均展示出一致的核心主裂隙破裂特征,但不同岩性岩石的次级裂隙发展各异。结构较为疏松的粗黄砂岩在主裂隙形成阶段会伴有低沉的破裂声效,主裂纹自上表面斜向贯穿至下表面,继而在试件破裂后显现出一系列相互交织的张性裂纹网络。这类裂纹导致岩石破裂后的断面保持相对平整且碎屑较少,整体表现出经典的单斜剪切破坏模式。而坚硬致密的石灰岩,则以其高硬度和脆性为特点,在加载测试中可观察到微粒弹射现象。当主裂隙瞬间扩张时,石灰岩样品会以巨大的声响发生骤烈爆裂,破裂后的碎片呈现为众多细长形状,侧面同样体现出标志性的单斜面剪切破裂特性,如图5(b)所示。相比于粗砂岩[图5(e)],内部构造更为紧密的细黄砂岩在主裂隙生成时伴随有显著增强的破裂声响,并且裂解过程中产生大量飞溅而出的碎片,表现出较强的岩爆趋势,如图5(d)所示。其侧壁裂隙形态错综复杂,形成片状或粉状剥落,原始破坏状态难以维持,破裂后试件表面出现多条具有特定角度分布的裂隙,共同构成“X”形共轭剪切破坏的独特模式。
2.2 基于AE技术的岩石破坏特征监测
声发射信号可以反映岩石内部破坏演化对应的裂纹萌生、扩展和贯通,其变化趋势与岩石在受荷过程中的变形和应力变化具有明显的对应关系。图6给出了不同岩性岩石试件的轴向应力和声发射参数(振铃计数和累计能量)随时间的变化曲线。在试验初始阶段,试件中的微裂隙或者节理等被压实,在这个阶段不同试件仅仅出现了很少量的声发射事件,振铃计数和累计能量都非常低,基本无明显的能量陡增点,表明此刻岩石内部并没有发生过显著的破裂。
随着轴向荷载的持续增强,试件内部原有的微裂缝经历了一个逐渐闭合压实的过程,但同时新的裂纹演化和扩展现象也不断发生,并伴随着声发射信号的逐渐增强。当施加荷载逼近岩体试件的峰值强度极限时,声发射监测的振铃计数及累积能量出现显著跃升,这表明此时微裂缝网络正逐步扩张并相互连通,最终导致宏观断裂面的形成。这一阶段过后,试件因内部破裂而迅速失效,表现为声发射活动急剧增多,在应力-时间曲线中可见明显的应力骤降现象,与此同时,声发射振铃次数达到峰值,内部破裂释放的能量剧增,远超过之前各阶段所积累的声发射能量总量。而在峰值荷载之后的阶段内,由于岩体内部已无新增裂纹源产生,故声发射信号呈现出减弱趋势,直至趋于平稳状态。
2.3 基于DIC技术的破坏特征监测
为深入探究单轴压缩过程中脆性岩石局部化破裂带的演化规律,运用DIC技术全面追踪并获得了试件在压缩过程中的最大主应变分布。以DZ-7细黄砂岩为例,图7给出了压缩应力分别为峰值应力的50%、80%、90%、95%和100%时,试件最大主应变的空间分布特征。在压缩阶段中早期[图7(a)],由于岩体处于弹性变形阶段,因此整体表面应变值较小。尽管结构内部出现一定的不连续性分布,但应变梯度并不显著,表明此时岩石表面尚保持相对均匀的变形特性,这一现象与图4的变形规律一致。从图7(b)可以看出,当压缩应力达到峰值强度的80%时,细黄砂岩表面的应变值逐渐增大,并且在邻近试件侧边区域观察到了局部应变集中现象的初始发育迹象,最终这一局部区域发展联通至砂岩端部,这也进一步揭示了细黄砂岩内部结构已遭受明显损伤,并且损伤逐渐向特定方向集中累积。
然而,随着荷载的继续增大(90%~100%峰值强度),如图7(c)~图7(e)所示,岩石内部损伤随着荷载的增加迅速发展演化,开始从端部往中部进行扩展,最终形成一个倾斜的局部化应变带。可以看出,在局部化应变带处将产生大变形,也就是主裂纹产生的位置,这一现象与试验结果基本吻合[图7(f)]。
2.4 脆性岩石压缩力学性能的有限元模拟
通过单轴压缩试验可以观测出5种不同岩性岩石试件的破坏形式均为剪切破坏,其中强度较小的细黄砂岩表现为“X”形共轭剪切破坏,而强度较大的石灰岩试件则表现为单斜面剪切破坏。根据单轴压缩试验结果,建立了两种典型岩石试件(石灰岩和细黄砂岩)的有限元模型,具体分析了这两类剪切破坏在岩石单轴压缩过程中发展情况。图8给出了两种典型岩石的应力-应变曲线。作为对比,还给出了相应的试验结果,试验结果与有限元结果吻合较好。由于试验机采用轴向力加载方式,出现轴向力骤降时停止加载,导致没有岩石样件破坏阶段的应力应变数据,通过有限元模拟可得到破坏阶段的应力-应变数据。根据图8中可以将岩石试件单轴压缩变形分为4个阶段,具体如下。
(1)压密阶段。岩石内部微裂缝在轴向力作用下逐渐闭合,应力-应变曲线整体呈上凹型,随着应力的增加,应变的增量逐渐减小,近似呈抛物线,这个阶段主要是岩石的压实过程,体积会随荷载的增加而减小。
(2)弹性阶段。岩石内部微裂缝已经闭合,应力-应变关系近似为直线,应变随应力的增加呈线性增加,岩石在这个阶段仍然能够恢复其原始形状。
(3)塑性阶段。压缩应力超过弹性极限后,应力-应变曲线呈现下凹状,应变增量逐渐增大,岩石在这个阶段会发生不可逆的塑性变形,塑性区逐渐发展,如果在该阶段去除外力,变形不会完全恢复。
(4)破坏阶段。当压力达到极限强度时,应力-应变曲线在达到峰值后会迅速下降,表示岩石已失去承载能力,此时岩石内部裂缝迅速沿着塑性区扩展,最终导致岩石的破坏。
图9给出了强度较大的石灰岩裂纹发展的具体情况,作为对比,图中还给出了最终裂缝扩展试验结果。从图9(a)可以看出,石灰岩在压密阶段和弹性阶段并无明显的塑性变形;当进入塑性变形阶段,将发展出一条从上端面倾斜至下端面的塑性区[图9(b)和图9(c)],在破坏前塑性区没有明显变化;当达到破坏阶段,裂纹迅速沿着塑性区发展,形成一条剪切带,最终导致岩石出现单斜面剪切破坏[图9(d)]。这一现象与试验结果完全吻合,如图9(d)和图9(e)。
图10给出了强度较小的细黄砂岩裂纹发展的有限元与试验结果对比。在压密阶段和弹性阶段,细黄砂岩并无明显的塑性变形[图10(a)];在塑性变形初期阶段,试件将发展出一条从上端面倾斜至靠近下端面的塑性区[图10(b)];当进入塑性变形后期,发展出另外一条与原塑性区交叉的新塑性区,新塑性区的发展程度低于原塑性区[图10(c)];当达到破坏阶段,裂纹迅速沿着塑性区发展,形成交叉剪切带,最终导致岩石出现“X”形共轭剪切破坏[图10(d)],这一现象与试验结果基本吻合。
3 结论
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对5种岩性脆性岩石试件开展单轴压缩试验,研究了其力学特性及加载变形过程中裂纹萌生、积聚和扩展规律,给出了脆性岩石损伤演化规律及破坏前兆的声发射特性,得到如下主要结论。
(1)在单轴压缩加载条件下,各岩样在破坏后应力均迅速跌落,表现出脆性破坏特征,但不同岩性岩石的力学性质具有一定的差异性。产自河北石家庄的石灰岩单轴抗压强度可达141.1 MPa,而产自四川内江的粗黄砂岩只有20.1 MPa,单轴抗压强度由大到小排序为:石灰岩>硬质红砂岩>红砂岩>细黄砂岩>粗黄砂岩。
(2)试验与有限元模拟对比发现,5种不同岩石在破坏过程中裂纹萌生、积聚和扩展规律类似。加载初期,试件处于压密和弹性阶段,表面无明显裂纹产生;当应力增加至塑性阶段,试件出现较多塑性变形,通过DIC技术可观测到明显的塑性区,内部能量不断积累;当达到峰值应力时,试件瞬间破坏,表面不断有碎块脱落,裂纹主要沿轴向扩展。
(3)在试件的破损全程中,声发射累积能量及振铃计数的活跃态势有效揭示了其内部损伤状况。当施加载荷逐步提升,试件的破坏模式经历了由塑性耗损型向脆性断裂型的转变;当所加载的荷载趋近于岩体峰值强度时,声发射信号显著增高,这可作为预测岩体失稳破坏的前兆特性。
基金
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  • 河北省自然科学基金(A2020502005)
  • 河北省电力工程监理有限公司项目(SGTYHT/21-JS-223)
文献
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2025年第25卷第12期
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doi: 10.12404/j.issn.1671-1815.2404995
  • 接收时间：2024-07-04
  • 首发时间：2025-07-09
  • 出版时间：2025-04-28
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  • 收稿日期：2024-07-04
  • 修回日期：2025-02-13
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河北省自然科学基金(A2020502005)
河北省电力工程监理有限公司项目(SGTYHT/21-JS-223)
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    1 华北电力大学能源动力与机械工程学院, 保定 071003
    2 河北电力工程监理有限公司, 石家庄 050081
    3 国网河北省电力有限公司建设公司, 石家庄 050081
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2种不同金属材料的力学参数
科
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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