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Asymptotic state model of saturated low liquid-limit clay under partial drainage condition

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Abstract

To investigate the drainage boundary influence on the strength characteristics of saturated clay, triaxial tests of saturated clay under undrainage, partial drainage, and complete drainage conditions are performed by using the GDS-DYNTTS apparatus. The partial drainage tests are conducted by controlling the strain increment ratio of the volume strain to axial strain as a constant value. The drainage boundary effects on the mechanical properties of the saturated clay are investigated considering the pore water pressure, effective stress path, and asymptotic behavior of the effective spherical stress-effective deviator stress plane. The asymptotic state constitutive equations are established by incorporating the strain increment ratio into the stress path constitutive model according to the asymptotic state and dilatancy characteristics of the saturated clay. The rationality of the model is verified by comparison with experimental results for the pore pressure and effective stress path. The experimental data show that the strain increment ratio of the saturated clay ratio should be less than 0.3. The drainage conditions affect the dilatancy of the normal consolidated clay, effective stress path, and shear strength of the clay. An increase in the strain increment ratio corresponds to a decrease in the pore water pressure and the effective stress ratio of the saturated low liquid-limit clay. The saturated clay specimen remains in a critical state for a long period of time when the axial strain of the specimen reaches 3%, and changes in the drainage condition can inhibit or accelerate soil failure.

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Abbreviations

ζ :

strain increment ratio

ρ :

density, g cm-3

w :

moisture content, %

e 0 :

initial void ratio

w L :

liquid limit, %

w P :

plastic limit, %

c :

cohesion, kPa

φ :

friction angle,

dεv :

volumetric strain rate

dε1 :

axial strain rate

ε 1 :

axial strain, %

\( {p}_0^{\prime } \) :

effective consolidation pressure, kPa

q :

deviator stress, kPa

q peak :

peak strength, kPa

u :

excessive pore pressure, kPa

ζ max :

the peak strain increment

ΔV :

volume change, mm3

M :

the critical state stress ratio

M 0 :

asymptotic stress ratio

M f :

asymptotic state peak stress

V :

Poisson’s ratio

E :

Young’s modulus, MPa

η :

shear stress ratio

CD:

consolidated drainage

CU:

consolidated undrainage

PD:

partial drainage

C :

integral constant

η z :

final stress ratio

δ ij :

Kronecker symbol ratio

λ :

slope of the e-ln p compression line

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Funding

This research is financially supported by the State Key Laboratory for GeoMechanics and Deep Underground Engineering, China University of Mining & Technology (SKLGDUEK1914), the National Natural Science Foundation of China( Nos.51474121 and 51774166) and Liaoning Natural Science Foundation Guidance Project(No. 20180551162). These are all gratefully acknowledged.

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Authors and Affiliations

  1. College of Civil Engineering, Liaoning Technical University, Fuxin, 123009, China

    Jiashun Liu, Xiangdong Zhang, Jianjun Yang & Sijin Zhang

  2. State Key Laboratory for Geomechanics and Deep Underground Engineering, China University of Mining & Technology, Xuzhou, 221008, China

    Jiashun Liu

  3. School of Mechanics & Engineering, Liaoning Technical University, Fuxin, 123000, China

    Laigui Wang

Authors
  1. Jiashun Liu
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  2. Laigui Wang
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  3. Xiangdong Zhang
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  4. Jianjun Yang
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  5. Sijin Zhang
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Correspondence to Jiashun Liu.

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Liu, J., Wang, L., Zhang, X. et al. Asymptotic state model of saturated low liquid-limit clay under partial drainage condition. Bull Eng Geol Environ 79, 1501–1508 (2020). https://doi.org/10.1007/s10064-019-01642-8

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  • DOI: https://doi.org/10.1007/s10064-019-01642-8

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