Abstract
Loose granular soil, when subjected to shearing, may collapse rapidly to large strains with a very low residual strength. This flow-type failure, known as flow slide or flow liquefaction, is a major concern in geotechnical applications involving slopes, dams and embankments. A fundamental understanding of the flow liquefaction phenomenon has been established through extensive laboratory experiments on isotropically consolidated sand samples over the past decades. In real situations, however, the element of soil in a slope or dam is not under the isotropic consolidation, but is subjected to a static, driving shear stress prior to external loading. What role played by this static shear stress in the initiation of flow liquefaction is an issue of importance but is not yet fully understood. This paper presents new data from a specifically designed experimental program along with analysis in a sound theoretical context. A marked finding of the study is that the gradient of the flow liquefaction line—which indicates the onset of flow slide in the stress space—is almost uniquely related to the initial state parameter defined in the critical state theory, regardless of the presence or absence of initial shear stress. Based on the characteristics of the observed behavior, an alternative definition for the factor of safety against flow failure is put forward, which takes proper account of the key factors involved and thus is more rational in certain aspects than the conventional one used in engineering practice.
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Data Availability Statement
All data that support the findings of this study are available from the corresponding author upon reasonable request.
Abbreviations
- A, B :
-
Parameters in Eq. (3)
- ACR:
-
Anisotropic consolidation ratio
- e :
-
Void ratio after consolidation
- e Γ :
-
Critical state parameter in Eq. (5)
- K 0 :
-
Earth pressure coefficient at rest
- K c :
-
Principal stress ratio
- M :
-
Critical stress ratio
- p :
-
Mean effective stress in standard triaxial setting
- p a :
-
Reference pressure (atmospheric pressure)
- q :
-
Deviatoric stress in standard triaxial setting
- R FL :
-
Resistance to flow liquefaction
- S IC :
-
Shear stress increment
- S 0, s d :
-
Initial shear stress and applied shear stress
- s p, s u :
-
Undrained strength at peak state and critical state
- α, β :
-
Parameters in Eq. (7)
- ε 1, ε 3 :
-
Major and minor principal strain
- ε a :
-
Axial strain in triaxial test
- ϕ cs :
-
Critical state friction angle
- η FLL :
-
Stress ratio corresponding to flow liquefaction line
- λ :
-
Critical state parameter in Eq. (5)
- ψ :
-
State parameter
- ψ 0 :
-
Initial state parameter (prior to shearing)
- σ 1, σ 3 :
-
Major and minor principal stress
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Acknowledgments
This work was funded by the Research Grants Council, University Grants Committee of Hong Kong (No. 17250316; 17206418). This support is gratefully acknowledged. The authors also wish to thank Mr. A Small for his constructive comments on the manuscript.
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Yang, J., Liang, L.B. & Chen, Y. Instability and liquefaction flow slide of granular soils: the role of initial shear stress. Acta Geotech. 17, 65–79 (2022). https://doi.org/10.1007/s11440-021-01200-1
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DOI: https://doi.org/10.1007/s11440-021-01200-1