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Fracture behavior of jointed rock under excavation unloading: laboratory testing.

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Title: Fracture behavior of jointed rock under excavation unloading: laboratory testing.
Authors: Li, Kaihui1 (AUTHOR) geokhli@csu.edu.cn, Chen, Jiezhen1 (AUTHOR) 235511014@csu.edu.cn, Zhao, Qingxiong1 (AUTHOR) qingxiongzhao_csu@163.com, Cao, Ping1 (AUTHOR) pcao_csu@sina.com, Lin, Hang1 (AUTHOR) hanglin@csu.edu.cn, Cao, Rihong1 (AUTHOR) 18229997417@163.com
Source: Archives of Civil & Mechanical Engineering (Elsevier Science). Mar2026, Vol. 26 Issue 2, p1-28. 28p.
Subjects: Excavation (Civil engineering), Rock testing, Fracture mechanics, Tunnel design & construction, Testing laboratories, Rock deformation, Stone
Abstract: In deep-buried tunnel construction, the instability issues caused by excavation under high-stress conditions have been challenging. In this study, a series of true triaxial single-sided unloading tests were performed on jointed sandstone specimens with different joint inclinations to explore the fracture behavior of jointed rock at different burial depths under excavation unloading. The results show that the specimen under Loading Path I (unloading first and then loading) exhibits an unloading rebound phenomenon and a distinct yielding stage, reflecting a ductile failure. The specimen under Loading Path II (loading first and then unloading) shows a higher brittleness and greater susceptibility to failure, without an obvious yield stage. In the specimen under Loading Path I, the macroscopic failure forms a V-shaped notch due to buckling tensile cracks, whereas the failure of specimen under Loading Path II resembles the rockburst phenomenon with far-field tensile cracks. Additionally, the increased burial depth increases the yield and peak stresses of specimen and suppresses large-scale cracks but intensifies the crack propagation in specimen upon unloading, resulting in a more severe failure. The joint inclination affects the crack propagation and fragmentation characteristics of specimen, with the greatest influence occurring at 30°–45°. At joint inclinations of 0°–30°, the failure of specimen is dominated by shear cracks initiated from joint tips. At joint inclinations of 45°–60°, the failure of specimen involves mixed tensile-shear cracks, while at the joint inclination of 90°, the tensile cracks parallel to the joint dominate. [ABSTRACT FROM AUTHOR]
Copyright of Archives of Civil & Mechanical Engineering (Elsevier Science) is the property of Springer Nature and its content may not be copied or emailed to multiple sites without the copyright holder's express written permission. Additionally, content may not be used with any artificial intelligence tools or machine learning technologies. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)
Database: Engineering Source
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DbLabel: Engineering Source
An: 191808892
AccessLevel: 6
PubType: Academic Journal
PubTypeId: academicJournal
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  Data: Fracture behavior of jointed rock under excavation unloading: laboratory testing.
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  Data: <searchLink fieldCode="AR" term="%22Li%2C+Kaihui%22">Li, Kaihui</searchLink><relatesTo>1</relatesTo> (AUTHOR)<i> geokhli@csu.edu.cn</i><br /><searchLink fieldCode="AR" term="%22Chen%2C+Jiezhen%22">Chen, Jiezhen</searchLink><relatesTo>1</relatesTo> (AUTHOR)<i> 235511014@csu.edu.cn</i><br /><searchLink fieldCode="AR" term="%22Zhao%2C+Qingxiong%22">Zhao, Qingxiong</searchLink><relatesTo>1</relatesTo> (AUTHOR)<i> qingxiongzhao_csu@163.com</i><br /><searchLink fieldCode="AR" term="%22Cao%2C+Ping%22">Cao, Ping</searchLink><relatesTo>1</relatesTo> (AUTHOR)<i> pcao_csu@sina.com</i><br /><searchLink fieldCode="AR" term="%22Lin%2C+Hang%22">Lin, Hang</searchLink><relatesTo>1</relatesTo> (AUTHOR)<i> hanglin@csu.edu.cn</i><br /><searchLink fieldCode="AR" term="%22Cao%2C+Rihong%22">Cao, Rihong</searchLink><relatesTo>1</relatesTo> (AUTHOR)<i> 18229997417@163.com</i>
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  Data: <searchLink fieldCode="JN" term="%22Archives+of+Civil+%26+Mechanical+Engineering+%28Elsevier+Science%29%22">Archives of Civil & Mechanical Engineering (Elsevier Science)</searchLink>. Mar2026, Vol. 26 Issue 2, p1-28. 28p.
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  Data: <searchLink fieldCode="DE" term="%22Excavation+%28Civil+engineering%29%22">Excavation (Civil engineering)</searchLink><br /><searchLink fieldCode="DE" term="%22Rock+testing%22">Rock testing</searchLink><br /><searchLink fieldCode="DE" term="%22Fracture+mechanics%22">Fracture mechanics</searchLink><br /><searchLink fieldCode="DE" term="%22Tunnel+design+%26+construction%22">Tunnel design & construction</searchLink><br /><searchLink fieldCode="DE" term="%22Testing+laboratories%22">Testing laboratories</searchLink><br /><searchLink fieldCode="DE" term="%22Rock+deformation%22">Rock deformation</searchLink><br /><searchLink fieldCode="DE" term="%22Stone%22">Stone</searchLink>
– Name: Abstract
  Label: Abstract
  Group: Ab
  Data: In deep-buried tunnel construction, the instability issues caused by excavation under high-stress conditions have been challenging. In this study, a series of true triaxial single-sided unloading tests were performed on jointed sandstone specimens with different joint inclinations to explore the fracture behavior of jointed rock at different burial depths under excavation unloading. The results show that the specimen under Loading Path I (unloading first and then loading) exhibits an unloading rebound phenomenon and a distinct yielding stage, reflecting a ductile failure. The specimen under Loading Path II (loading first and then unloading) shows a higher brittleness and greater susceptibility to failure, without an obvious yield stage. In the specimen under Loading Path I, the macroscopic failure forms a V-shaped notch due to buckling tensile cracks, whereas the failure of specimen under Loading Path II resembles the rockburst phenomenon with far-field tensile cracks. Additionally, the increased burial depth increases the yield and peak stresses of specimen and suppresses large-scale cracks but intensifies the crack propagation in specimen upon unloading, resulting in a more severe failure. The joint inclination affects the crack propagation and fragmentation characteristics of specimen, with the greatest influence occurring at 30°–45°. At joint inclinations of 0°–30°, the failure of specimen is dominated by shear cracks initiated from joint tips. At joint inclinations of 45°–60°, the failure of specimen involves mixed tensile-shear cracks, while at the joint inclination of 90°, the tensile cracks parallel to the joint dominate. [ABSTRACT FROM AUTHOR]
– Name: AbstractSuppliedCopyright
  Label:
  Group: Ab
  Data: <i>Copyright of Archives of Civil & Mechanical Engineering (Elsevier Science) is the property of Springer Nature and its content may not be copied or emailed to multiple sites without the copyright holder's express written permission. Additionally, content may not be used with any artificial intelligence tools or machine learning technologies. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract.</i> (Copyright applies to all Abstracts.)
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RecordInfo BibRecord:
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        Value: 10.1007/s43452-025-01407-z
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      – Code: eng
        Text: English
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        PageCount: 28
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    Subjects:
      – SubjectFull: Excavation (Civil engineering)
        Type: general
      – SubjectFull: Rock testing
        Type: general
      – SubjectFull: Fracture mechanics
        Type: general
      – SubjectFull: Tunnel design & construction
        Type: general
      – SubjectFull: Testing laboratories
        Type: general
      – SubjectFull: Rock deformation
        Type: general
      – SubjectFull: Stone
        Type: general
    Titles:
      – TitleFull: Fracture behavior of jointed rock under excavation unloading: laboratory testing.
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            NameFull: Li, Kaihui
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            NameFull: Chen, Jiezhen
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            NameFull: Cao, Ping
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            – D: 01
              M: 03
              Text: Mar2026
              Type: published
              Y: 2026
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