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Experimental investigation of unconsolidated undrained shear behaviour of peat

Authors
  • Wang, Di1, 2
  • Xu, Dongqiang1
  • McCarthy, Eileen3, 4
  • Rodrigues de Amorim, Romain5
  • Li, Zili4, 2
  • 1 Hebei University of Technology, Xiping Road, Tianjin, China , Tianjin (China)
  • 2 University College Cork, College Road, Cork, Ireland , Cork (Ireland)
  • 3 University College Cork, Cork, Ireland , Cork (Ireland)
  • 4 Irish Centre for Research in Applied Geosciences (iCRAG), Dublin 4, Ireland , Dublin 4 (Ireland)
  • 5 Université Paris-Saclay, ENS Paris-Saclay, Gif-sur-Yvette, France , Gif-sur-Yvette (France)
Type
Published Article
Journal
Bulletin of Engineering Geology and the Environment
Publisher
Springer Berlin Heidelberg
Publication Date
Jan 08, 2022
Volume
81
Issue
1
Identifiers
DOI: 10.1007/s10064-021-02541-7
Source
Springer Nature
Keywords
Disciplines
  • Original Paper
License
Yellow

Abstract

This study conducted a series of standard classifications to determine the physical properties of peat, followed by 28 unconsolidated undrained triaxial tests to investigate undrained peat shear behaviour. Results show that the undrained deviatoric shear resistance of peat grows continuously with increasing shear strain, but ends up with no obvious peak strength even at very large strain (i.e. 25%). The shear stiffness of peat specimens degrades substantially with increasing shear strain. To make the stiffness of peat specimens comparable, the secant shear modulus G is then normalized with the shear modulus G0.1%\documentclass[12pt]{minimal} \usepackage{amsmath} \usepackage{wasysym} \usepackage{amsfonts} \usepackage{amssymb} \usepackage{amsbsy} \usepackage{mathrsfs} \usepackage{upgreek} \setlength{\oddsidemargin}{-69pt} \begin{document}$${G}_{0.1\%}$$\end{document} at relatively small strain of 0.1%. Furthermore, results from 16 previous unconsolidated undrained tests and 66 consolidated undrained tests available in literature were taken into account together with 28 lab test data obtained in this study, aiming to reveal the general behaviour of peat shear stiffness degradation. For all the test data, the shear strain γ\documentclass[12pt]{minimal} \usepackage{amsmath} \usepackage{wasysym} \usepackage{amsfonts} \usepackage{amssymb} \usepackage{amsbsy} \usepackage{mathrsfs} \usepackage{upgreek} \setlength{\oddsidemargin}{-69pt} \begin{document}$$\gamma$$\end{document} is normalized with a reference strain γref,0.1%\documentclass[12pt]{minimal} \usepackage{amsmath} \usepackage{wasysym} \usepackage{amsfonts} \usepackage{amssymb} \usepackage{amsbsy} \usepackage{mathrsfs} \usepackage{upgreek} \setlength{\oddsidemargin}{-69pt} \begin{document}$${\gamma }_{\mathrm{ref},0.1\%}$$\end{document}, at which the stiffness G\documentclass[12pt]{minimal} \usepackage{amsmath} \usepackage{wasysym} \usepackage{amsfonts} \usepackage{amssymb} \usepackage{amsbsy} \usepackage{mathrsfs} \usepackage{upgreek} \setlength{\oddsidemargin}{-69pt} \begin{document}$$G$$\end{document}/G0.1%\documentclass[12pt]{minimal} \usepackage{amsmath} \usepackage{wasysym} \usepackage{amsfonts} \usepackage{amssymb} \usepackage{amsbsy} \usepackage{mathrsfs} \usepackage{upgreek} \setlength{\oddsidemargin}{-69pt} \begin{document}$${G}_{0.1\%}$$\end{document} = 0.5. A hyperbolic function is then adopted to fit the relationship between the normalised stiffness versus the normalised shear strain. Over 78% of the data falls within a ± 30% margin within 5% shear strain, while the predicted stiffness out of the margin is usually underestimated.

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