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Article(id=1322909529251382214, 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=1719072000000, receivedDateStr=2024-06-23, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1793335810243, onlineDateStr=2026-10-30, pubDate=1745510400000, pubDateStr=2025-04-25, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1793335810243, onlineIssueDateStr=2026-10-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1793335810243, creator=13701087609, updateTime=1793335810243, 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=137, endPage=143, ext={EN=ArticleExt(id=1322909530820051913, articleId=1322909529251382214, tenantId=1146029695717560320, journalId=1225396423026438145, language=EN, title=Study on Shear Characteristics of Red Sandstone with Differential Filling Fracture, columnId=null, journalTitle=Mining Research and Development, columnName=null, runingTitle=null, highlight=null, articleAbstract=

After grouting reinforcement of fractured rock masses, both filled and unfilled fractures often coexist internally. To investigate the shear characteristics of rock masses under fracture differential filling, a numerical model of grouting-bonded particle flow was constructed based on the indoor direct shear tests of intact and fractured grouting-bonded red sandstone, and the meso-mechanical parameters of grouting rock mass were obtained. The numerical simulation of normal stress direct shear was carried out for red sandstone samples with prefabricated 45° parallel double fractures under unfilled, half-filled (left-filled, right-filled) and full-filled conditions. The results show that under the half-filled condition, the tensile-shear fractures are first generated at both ends of the open fractures, and gradually expand to both ends of the rock until failure. After failure, the proportion of tensile-shear, compression-shear and tensile fractures remains basically unchanged, among which the tensile-shear fractures account for the largest proportion, about 80%. Compared with the left-filled condition, the right-filled condition enters the failure stage faster, but the number of fractures is less than that of the left-filled condition. Filling fractures with epoxy resin slurry can weaken the guiding effect of open fractures on fracture initiation when rock mass is damaged, and improve shear strength. The shear strength under left-filled and right-filled conditions is not much different, and the shear strength increases best under full-filled conditions. The research results have reference significance for the evaluation of grouting effect in fractured rock mass.s.

, authors=Yong DU1, Zhibin ZHONG1, 2, Hong LIU3, Lei LYU4, Baowen YANG1, authorsList=Yong DU, Zhibin ZHONG, Hong LIU, Lei LYU, Baowen YANG, authorCompany=null, correspAuthors=Zhibin ZHONG, 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=1322909532665545686, articleId=1322909529251382214, tenantId=1146029695717560320, journalId=1225396423026438145, language=CN, title=差异充填裂隙红砂岩剪切特性研究, columnId=1226462295417598973, journalTitle=矿业研究与开发, columnName=矿山安全与环保, runingTitle=null, highlight=null, articleAbstract=

裂隙岩体注浆加固后内部往往同时存在充填与未充填裂隙，为了研究裂隙差异充填下岩体的剪切特性，结合完整和破裂后注浆黏结红砂岩的室内直剪试验，构建了注浆黏结颗粒流数值模型，获得了注浆岩体细观力学参数。对含预制45°平行双裂隙红砂岩试样在未充填、半充填(左充填，右充填)以及全充填工况下开展法向应力直剪数值模拟。结果表明：半充填工况下，拉剪裂隙首先在张开隙隙两端产生，并逐渐向岩石两端扩展直至破坏，破坏后拉剪、压剪和张拉裂隙占比基本保持不变，其中拉剪裂隙占比最大，为80%左右；相较于左充填工况，右充填工况更快进入破坏阶段，但各裂隙数量均少于左充填工况；环氧树脂浆液充填裂隙能够减弱张开裂隙对岩体破坏时裂隙起裂的引导作用，并提高抗剪强度；左、右充填工况下抗剪强度相差不大，全充填工况下抗剪强度增大效果最佳。研究成果对裂隙岩体注浆效果评价具有参考意义。

, authors=杜永1, 钟志彬1, 2, 刘宏3, 吕蕾4, 杨宝文1, authorsList=杜永, 钟志彬, 刘宏, 吕蕾, 杨宝文, authorCompany=null, correspAuthors=钟志彬, authorNote=

杜永（1996—），男，河南商丘人，硕士研究生，主要从事岩土工程方面的研究。E-mail:

, correspAuthorsNote=
钟志彬（1988—），男，福建长汀人，博士，副教授，主要从事工程岩体灾变机理研究。E-mail:
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杜永（1996—），男，河南商丘人，硕士研究生，主要从事岩土工程方面的研究。E-mail:

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杜永（1996—），男，河南商丘人，硕士研究生，主要从事岩土工程方面的研究。E-mail:

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Basic physical and mechanical parameters of red sandstone

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密度/(g/cm3)含水率/%弹性模量/GPa单轴抗压强度/MPa
2.2651437
), ArticleFig(id=1322909537933590545, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322909529251382214, language=CN, label=表1, caption=

红砂岩基本物理力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
密度/(g/cm3)含水率/%弹性模量/GPa单轴抗压强度/MPa
2.2651437
), ArticleFig(id=1322909539154133010, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322909529251382214, language=EN, label=Table 2, caption=

Mesoscopic parameter calibration values

, figureFileSmall=null, figureFileBig=null, tableContent=
颗粒类型最小粒径/mm粒径比颗粒密度/(kg/m3)颗粒接触模量/GPa颗粒刚度比颗粒摩擦因数平行黏结模量/GPa平行黏结刚度比平行黏结抗拉强度/MPa平行黏结黏聚力强度/MPa摩擦角/(°)
岩石0.261.502 38081.30.061.38019.5040
浆液0.100.151 22043.30.333.312029.2530
浆-岩———43.30.333.312029.2530
), ArticleFig(id=1322909539233824787, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322909529251382214, language=CN, label=表2, caption=

细观参数标定值

, figureFileSmall=null, figureFileBig=null, tableContent=
颗粒类型最小粒径/mm粒径比颗粒密度/(kg/m3)颗粒接触模量/GPa颗粒刚度比颗粒摩擦因数平行黏结模量/GPa平行黏结刚度比平行黏结抗拉强度/MPa平行黏结黏聚力强度/MPa摩擦角/(°)
岩石0.261.502 38081.30.061.38019.5040
浆液0.100.151 22043.30.333.312029.2530
浆-岩———43.30.333.312029.2530
), ArticleFig(id=1322909539313516564, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322909529251382214, language=EN, label=Table 3, caption=

Shear strength of seni-filled specimens under different normal pressures

, figureFileSmall=null, figureFileBig=null, tableContent=
法向压力/MPa左充填剪切强度/MPa右充填剪切强度/MPa
29.179.32
412.4512.64
614.8714.62
816.5116.17
), ArticleFig(id=1322909539393208341, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322909529251382214, language=CN, label=表3, caption=

半充填试样在不同法向压力下的剪切强度

, figureFileSmall=null, figureFileBig=null, tableContent=
法向压力/MPa左充填剪切强度/MPa右充填剪切强度/MPa
29.179.32
412.4512.64
614.8714.62
816.5116.17
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差异充填裂隙红砂岩剪切特性研究
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杜永 1 , 钟志彬 1, 2 , 刘宏 3 , 吕蕾 4 , 杨宝文 1
矿业研究与开发 | 矿山安全与环保 2025,45(4): 137-143
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矿业研究与开发 |矿山安全与环保 2025 , 45 (4) : 137 -143
差异充填裂隙红砂岩剪切特性研究
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杜永（1996—），男，河南商丘人，硕士研究生，主要从事岩土工程方面的研究。E-mail:

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杜永（1996—），男，河南商丘人，硕士研究生，主要从事岩土工程方面的研究。E-mail:

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杜永1 , 钟志彬1, 2 , 刘宏3, 吕蕾4, 杨宝文1
作者信息
  • 1.成都理工大学 环境与土木工程学院，四川　成都　610059
  • 2.成都建工第三建筑工程有限公司，四川　成都　610056
  • 3.成都建工集团有限公司，四川　成都　610014
  • 4.成都建工路桥建设有限公司，四川　成都　610073
通讯作者:
钟志彬（1988—），男，福建长汀人，博士，副教授，主要从事工程岩体灾变机理研究。E-mail:
作者简介:

杜永（1996—），男，河南商丘人，硕士研究生，主要从事岩土工程方面的研究。E-mail:

Study on Shear Characteristics of Red Sandstone with Differential Filling Fracture
Yong DU1 , Zhibin ZHONG1, 2 , Hong LIU3, Lei LYU4, Baowen YANG1
Affiliations
  • 1.College of Environment and Civil Engineering, Chengdu University of Technology, Chengdu, Sichuan 610059, China
  • 2.Chengdu Third Construction Engineering of CDCEG, Chengdu, Sichuan 610056, China
  • 3.Chengdu Construction Group Co., Ltd., Chengdu, Sichuan 610014, China
  • 4.Chengdu Road & Bridge Construction of CDCEG, Chengdu, Sichuan 610073, China
出版时间: 2025-04-25
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裂隙岩体注浆加固后内部往往同时存在充填与未充填裂隙，为了研究裂隙差异充填下岩体的剪切特性，结合完整和破裂后注浆黏结红砂岩的室内直剪试验，构建了注浆黏结颗粒流数值模型，获得了注浆岩体细观力学参数。对含预制45°平行双裂隙红砂岩试样在未充填、半充填(左充填，右充填)以及全充填工况下开展法向应力直剪数值模拟。结果表明：半充填工况下，拉剪裂隙首先在张开隙隙两端产生，并逐渐向岩石两端扩展直至破坏，破坏后拉剪、压剪和张拉裂隙占比基本保持不变，其中拉剪裂隙占比最大，为80%左右；相较于左充填工况，右充填工况更快进入破坏阶段，但各裂隙数量均少于左充填工况；环氧树脂浆液充填裂隙能够减弱张开裂隙对岩体破坏时裂隙起裂的引导作用，并提高抗剪强度；左、右充填工况下抗剪强度相差不大，全充填工况下抗剪强度增大效果最佳。研究成果对裂隙岩体注浆效果评价具有参考意义。

裂隙岩体  /  差异充填  /  剪切特性  /  数值模拟

After grouting reinforcement of fractured rock masses, both filled and unfilled fractures often coexist internally. To investigate the shear characteristics of rock masses under fracture differential filling, a numerical model of grouting-bonded particle flow was constructed based on the indoor direct shear tests of intact and fractured grouting-bonded red sandstone, and the meso-mechanical parameters of grouting rock mass were obtained. The numerical simulation of normal stress direct shear was carried out for red sandstone samples with prefabricated 45° parallel double fractures under unfilled, half-filled (left-filled, right-filled) and full-filled conditions. The results show that under the half-filled condition, the tensile-shear fractures are first generated at both ends of the open fractures, and gradually expand to both ends of the rock until failure. After failure, the proportion of tensile-shear, compression-shear and tensile fractures remains basically unchanged, among which the tensile-shear fractures account for the largest proportion, about 80%. Compared with the left-filled condition, the right-filled condition enters the failure stage faster, but the number of fractures is less than that of the left-filled condition. Filling fractures with epoxy resin slurry can weaken the guiding effect of open fractures on fracture initiation when rock mass is damaged, and improve shear strength. The shear strength under left-filled and right-filled conditions is not much different, and the shear strength increases best under full-filled conditions. The research results have reference significance for the evaluation of grouting effect in fractured rock mass.s.

Fractured rock mass  /  Differential filling  /  Shear characteristic  /  Numerical simulation
杜永, 钟志彬, 刘宏, 吕蕾, 杨宝文. 差异充填裂隙红砂岩剪切特性研究. 矿业研究与开发, 2025 , 45 (4) : 137 -143 .
Yong DU, Zhibin ZHONG, Hong LIU, Lei LYU, Baowen YANG. Study on Shear Characteristics of Red Sandstone with Differential Filling Fracture[J]. Mining Research and Development, 2025 , 45 (4) : 137 -143 .
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0　引言
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经过漫长的地质演化历程，天然岩体内部往往形成了大量随机分布的裂隙。当岩体受到应力作用时，这些裂隙逐渐起裂、扩展最终形成贯通的裂缝[1]，研究这些裂隙对岩体变形和破坏的影响对岩土工程具有重要意义。
许多学者对含预制裂隙岩石、类岩石试样进行室内剪切、压缩等试验，研究预制裂隙的存在以及不同数量、不同倾角、不同形状预制裂隙等工况下岩石试样的破坏特征。肖桃李等[2]研究了含共面双裂隙复合岩石单轴压缩破坏过程，指出破坏模式受裂隙倾角和岩石材质影响，破碎程度主要由裂隙长度决定。王艳磊等[3]进行了不同裂隙数量下砂质泥岩类岩体单轴压缩试验，指出裂隙倾角为水平和倾斜时，试件强度随裂隙数量增加呈现明显减小趋势。秦楠等[4]开展了不同倾角裂隙下类岩材料的单轴蠕变试验，指出蠕变速率随着裂隙倾角的增大呈现先增大后减小的趋势。HUANG等[5]通过室内试验对含不同倾角裂隙的砂岩进行了单轴压缩试验，指出试样的应力-应变曲线、声发射和破坏模式均受到预制裂隙的影响。刘新荣等[6]开展了含Z形相交裂隙的灰岩室内直剪试验，指出在相同法向压力下，裂隙岩体的峰值强度随着裂隙倾角的增大而减小。一些学者也利用颗粒流模拟软件(PFC)进行了相关数值模拟，从细观角度研究了裂隙对岩土体破坏的影响。王煜等[7]借助PFC软件开展了含不同倾角裂隙岩石的单轴压缩试验，认为内部裂隙数量会随着倾角增大而增加。徐贞社等[8]基于PFC软件研究了不同倾角裂隙下岩体单轴破坏特征，指出裂隙岩石峰值强度和应变随着裂隙倾角增加呈先升高后降低的趋势。LIU等[9]通过室内单轴试验和PFC数值模拟对含单、多裂隙的粉砂岩破坏力学性能进行了研究，结果表明，裂隙越多，峰值强度降低幅度越大。ZHANG等[10]利用PFC软件对含单裂隙岩体在冻融循环作用下的裂纹扩展行为进行了分析，并提出直接拉伸、相对拉伸、剪切拉伸、直接剪切、相对剪切等5种裂纹扩展模式。
以上研究中预制裂隙多为无充填张开裂隙，而随着注浆技术在岩体加固工程中的应用，一些学者也对浆液充填后预制裂隙岩体的破坏特征进行了研究。董宏宇等[11]采用不同水泥浆进行了共面双裂隙充填砂岩的单轴压缩试验，结果表明，随着充填体强度增大，试件的峰值强度也随之增大。乐慧琳等[12]对不同角度裂隙注浆试件进行了单轴压缩试验，指出裂隙角度在30°以下时，注浆材料加固效果较差。沈君等[13]对水泥浆液充填预制裂隙的辉绿岩进行了单轴、三轴压缩试验，指出裂隙中充填水泥浆体能明显改变试件的应力-应变关系，峰后区的延性得到提高。ZHANG等[14]采用PFC软件对含预制裂隙注浆后砂岩的三轴压缩破坏进行了数值模拟，揭示了注浆岩体的微观力学行为。刘学伟等[15]研究了不同注浆材料对预制双裂隙充填岩石试件的单轴压缩破坏特征，并采用PFC软件进行了数值模拟，发现试件加载过程中的拉剪微裂隙比例、微裂隙倾角分布以及颗粒位移方向均受到充填材料的影响。
注浆技术虽然能够将浆液送入岩体内部裂隙中，但由于浆液流动性有限、凝固时间的影响，加之岩体内非贯通裂隙分布具有随机性，导致注浆后的岩体中仍然存在大量裂隙未被浆液充填，这些未被充填的张开裂隙与浆液充填裂隙同时存在，形成了复杂的裂隙网络。然而，目前关于两者同时存在时岩石试件的破坏特征的研究较少。为此，有必要对浆液充填裂隙和未充填裂隙两者同时存在时的岩石破坏特征进行研究。
基于此，本文通过室内直剪试验及PFC数值模拟，采用环氧树脂作为注浆材料，研究含平行双裂隙的红砂岩试件在不同充填情况下的剪切特性，从宏细观角度分析浆液充填裂隙和未充填裂隙同时存在时岩石试件的抗剪强度、变形及动态破裂特征。
1　直剪试验
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1.1　室内直剪试验
采用红砂岩作为试样，切割成边长为50 mm的立方体，采用YSZ-W500系列微机控制电液伺服岩石直剪切试验机进行剪切试验，剪切过程采用位移控制模式，速率为0.01 mm/s，法向压力分别为2 MPa和4 MPa。完整岩石试样剪切破坏后，采用环氧树脂(稀释剂：环氧树脂：固化剂=1:4:1)注浆加固，待固化后再次开展直剪试验。红砂岩基本物理力学参数见表1。
1.2　参数标定
为准确标定离散元数值模型中红砂岩及环氧树脂浆液的细观参数，利用完整红砂岩试样和注浆黏结试样的直剪试验数据分别进行参数标定。
在PFC软件中构建完整红砂岩直剪模型，模型尺寸参照室内试验试样，大小为50 mm×50 mm，颗粒间接触采用平行黏结接触，数值模型如图1所示。剪切过程中保持法向力F不变，wall4~wall6固定，对wall1~wall3施加向右匀速位移来模拟室内试验剪切过程，设置wall移动速率为0.01 mm/s，时步为1×10－5 s，在PFC中一个时步wall移动1×10－7 mm，可以看作是准静态平衡状态。采用试错法逐步调整模型细观参数，使得应力-应变曲线变化趋势逼近室内完整红砂岩试样直剪试验所得应力-应变曲线，当二者剪切强度和模量相接近且宏观破坏形式相似时，可认为该参数所构建的数值模型成立，红砂岩颗粒细观参数(以下称岩石参数)标定完成。
不同于以往的多种材料分别单独试验标定的方法，本文在岩石参数标定完成和室内注浆黏结试样的直剪试验数据已知的基础上，对环氧树脂浆液颗粒细观参数（以下称浆液参数）、环氧树脂颗粒与红砂岩颗粒间接触参数（以下称浆-岩接触参数）直接进行标定。将这样得到的参数用于模拟更接近实际工况，模拟效果更真实。具体步骤如下。
（1）构建注浆黏结数值模型。在岩石参数形成的完整红砂岩直剪模型基础上构建红砂岩破坏后黏结试样直剪模型，模型尺寸仍为50 mm×50 mm，分析试件中结构面沿着剪切方向的剖面情况，评估黏结效果，浆液厚度为1 mm，模型如图2所示，其中绿色部分为环氧树脂浆液颗粒（颜色标识见电子版）。
（2）设置浆液颗粒之间以及浆-岩颗粒之间接触类型及参数。浆液颗粒间接触以及浆-岩颗粒间接触均采用平行黏结接触。刘学伟等[15]针对浆-岩界面之间的接触类型提出了全胶结模式和半胶结模式，认为全胶结模式中的浆-岩界面胶结效果较好，浆-岩界面接触参数可与浆液颗粒接触参数相同。本文注浆材料为环氧树脂，属于高分子注浆材料，胶结效果较好，可将浆-岩界面选定为全胶结模式，即浆-岩颗粒间平行黏结接触参数和浆液颗粒间平行黏结接触参数一致。
（3）根据模拟结果调整参数。剪切模拟过程同完整红砂岩参数标定过程一致，期间保持岩石参数不变，仅改变浆液参数及浆-岩接触参数，结合室内黏结试样直剪试验结果，完成浆液参数、浆-岩接触参数的标定。
图3为室内试验和数值模拟试验结果的对比。
由图3可知，完整红砂岩试样数值模拟，和注浆黏结试样数值模拟应力-应变曲线的直线部分斜率、剪切强度以及破坏后曲线变化趋势均与室内试验应力-应变曲线较为接近，仅缺少压密阶段，这是由于PFC数值模型中颗粒为刚性颗粒，且内部不平衡力在加载前就已消除，不存在压密阶段。可以认为模型成立，岩石参数、浆液参数及浆-岩接触参数等细观参数标定完成。标定完成后细观参数见表2。
1.3　试验方案
为了研究环氧树脂浆液充填平行双裂隙红砂岩在直剪试验中的破坏特征，采用上述标定参数构建图4所示的4种工况下的计算模型，分别为未充填、左充填、右充填和全充填，裂隙与剪切方向夹角为45°，法向压力为2 MPa。
2　试验结果与分析
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2.1　剪切破裂特征
在PFC中可以根据颗粒间黏结的破坏形式不同将裂隙破裂分为拉伸裂隙和剪切裂隙，此外，根据破坏力和平行黏结黏聚力之间的关系对剪切裂隙进一步划分，当颗粒间破坏力大于平行黏结黏聚力时为压剪裂隙，反之为拉剪裂隙。利用PFC2D中的离散裂隙网络功能可以监测模型破坏过程中裂隙生成和分布。图5是不同工况下各试样的裂隙数量与应力-应变曲线。根据应力及各裂隙变化趋势可将试样直剪破坏模拟过程大致分为4个阶段，分别为弹性变形阶段、裂隙起裂与扩展阶段、岩体破坏阶段、残余变形阶段（分别对应图5中的Ⅰ、Ⅱ、Ⅲ和Ⅳ阶段）。结合图6不同工况下各阶段破坏示意图（其中黑色为拉剪裂隙、蓝色为压剪裂隙、靛蓝为张拉裂隙，颜色标识见电子版），分析不同工况下试样各阶段的损伤演化特征。
（1）弹性变形阶段。该阶段内岩体变形为弹性变形，应力与应变之间基本呈一定比例，试样内无任何裂隙产生，各工况在该阶段的表现基本相同。
（2）裂隙起裂与扩展阶段。应力增大到一定程度时，试样破坏进入第二阶段，应力-应变曲线斜率变小，试样局部开始出现裂隙，随着应力的增大，裂隙开始向其他部位扩展。该阶段中各工况主要有以下特点：各工况下均先出现拉剪裂隙，然后依次出现压剪裂隙和张拉裂隙；相对于右充填和全充填工况，未充填和左充填工况下的应力-应变曲线呈现较明显的塑性变形特征，曲线斜率降低幅度大，生成的裂隙更多（以拉剪裂隙为主，约占总拉剪裂隙数量的30%）；未充填、左充填以及右充填工况下，裂隙均是从张开的裂隙两端产生，并倾斜地朝向试样两端延伸扩展，全充填工况下，裂隙则是在试样两端生成，并向中间扩展。
（3）岩体破坏阶段。应力继续增大，达到岩石的剪切强度后，试样发生破坏，裂隙急剧大量生成并贯通宏观破坏面和其他局部破裂面，应力-应变曲线骤降。该阶段中各工况主要有以下特点：相较于其他工况，右充填工况发生破坏时产生的变形量更小，即相同位移量下，右充填工况更快进入破坏，脆性破坏特征更明显；相较于其他阶段，拉剪裂隙、压剪裂隙以及张拉裂隙在该阶段大量生成。
（4）残余变形阶段。试件破坏后仍然具有一定的强度，在该阶段试样继续生成局部裂隙，形成局部破坏，拉剪、压剪以及张拉裂隙增长比较缓慢。从图6中可以看出，在环氧树脂浆液仅充填单裂隙的工况下，无论左充填还是右充填，张开裂隙对最终破坏面形式均具有一定影响。而当双裂隙均被环氧树脂浆液充填时，破坏面形式基本不受无充填张开裂隙的影响，可见环氧树脂浆液充填裂隙能够在一定程度上减弱裂隙存在对岩体破坏裂隙生成的引导作用。
从未充填到半充填再到全充填，总裂隙、拉剪裂隙以及压剪裂隙数量均逐渐增多，但各裂隙占比基本不变，波动较小，其中以拉剪裂隙占比最大，在80%左右，说明4种工况下岩石直剪破坏仍以拉剪破坏为主。对比左充填工况和右充填工况，右充填工况下的总裂隙、拉剪裂隙、压剪裂隙以及张拉裂隙数量均少于左充填工况，但裂隙占比基本保持不变。
2.2　抗剪强度
左充填、右充填以及全充填工况下试样的抗剪强度分别为9.17 MPa、9.32 MPa和11.77 MPa，相对于未充填工况剪切强度8.21 MPa，增长率分别为11.7%、13.5%和43.4%，可见全充填加固效果明显优于半充填加固。另外增加半充填工况在其他法向压力下的直剪试验，剪切强度结果见表3。由表3可知，在低应力(2 MPa、4 MPa)下，右充填剪切强度高于左充填，而高应力(6 MPa、8 MPa)下则相反，但总体相差不大。
3　结论
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（1）通过分析环氧树脂浆液充填平行双裂隙红砂岩在直剪试验中的破坏特征可知，在裂隙起裂与扩展阶段，未充填、左充填以及右充填工况下均先在张开裂隙两端产生拉剪裂隙，并逐渐向岩体两端扩展直至破坏，且相较于左充填，右充填更快进入岩体破坏阶段。
（2）裂隙主要集中在裂隙起裂与扩展阶段、岩体破坏阶段产生，且右充填工况下各裂隙数量均少于左充填工况，但各裂隙占比基本保持不变，其中拉剪裂隙占比最大，为80%左右。
（3）环氧树脂浆液充填裂隙能够减弱张开裂隙对岩体破坏时裂隙起裂的引导作用，并提高抗剪强度，且全充填工况下抗剪强度增长率比半充填工况高约30左右个百分点。
（4）半充填工况下，浆液充填位置对剪切强度提高影响程度较小，高、低应力下剪切强度略有不同，但相差不大。
基金
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  • 国家自然科学基金资助项目(42293353)
  • 四川省自然科学基金资助项目(2022NSFSC0403)
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2025年第45卷第4期
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  • 接收时间：2024-06-23
  • 首发时间：2026-10-30
  • 出版时间：2025-04-25
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  • 收稿日期：2024-06-23
基金
国家自然科学基金资助项目(42293353)
四川省自然科学基金资助项目(2022NSFSC0403)
作者信息
    1.成都理工大学 环境与土木工程学院，四川　成都　610059
    2.成都建工第三建筑工程有限公司，四川　成都　610056
    3.成都建工集团有限公司，四川　成都　610014
    4.成都建工路桥建设有限公司，四川　成都　610073

通讯作者:

钟志彬（1988—），男，福建长汀人，博士，副教授，主要从事工程岩体灾变机理研究。E-mail:
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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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