Have a personal or library account? Click to login
Deformations and stability of granular soils: Classical triaxial tests and numerical results from an incremental model Cover

Deformations and stability of granular soils: Classical triaxial tests and numerical results from an incremental model

Studia Geotechnica et Mechanica
Volume 42 (2020): Issue 2 (June 2020)
By: Justyna Sławińska-Budzich and  Jacek Mierczyński  
Open Access
|Jun 2020

Figures & Tables

Figure 1

Sand sample preparation for testing with gauges installed (photo by W. Świdziński).
Sand sample preparation for testing with gauges installed (photo by W. Świdziński).

Figure 2

The stress plane p′ − q with a grey zone in which the definitions of deviatoric loading and unloading are unclear.
The stress plane p′ − q with a grey zone in which the definitions of deviatoric loading and unloading are unclear.

Figure 3

The meaning of the variable η and the sign of dη.
The meaning of the variable η and the sign of dη.

Figure 4

Stress paths η = const used for the calibration of the incremental model.
Stress paths η = const used for the calibration of the incremental model.

Figure 5

Experimental results and an approximation curve for volumetric strain that develops during anisotropic consolidation of contractive sand.
Experimental results and an approximation curve for volumetric strain that develops during anisotropic consolidation of contractive sand.

Figure 6

Experimental results and an approximation curve for volumetric strain that develops in contractive sand for various stress paths η = const when dp′ < 0.
Experimental results and an approximation curve for volumetric strain that develops in contractive sand for various stress paths η = const when dp′ < 0.

Figure 7

Experimental results and an approximation of deviatoric strain that develops in contractive sand for stress paths η = const when dp′ > 0.
Experimental results and an approximation of deviatoric strain that develops in contractive sand for stress paths η = const when dp′ > 0.

Figure 8

Relationship Aq (η): experimental results and their analytical approximation for deviatoric strain that develops in contractive sand for stress paths η = const when dp′ > 0.
Relationship Aq (η): experimental results and their analytical approximation for deviatoric strain that develops in contractive sand for stress paths η = const when dp′ > 0.

Figure 9

Experimental results for deviatoric strain that develops in contractive for stress paths η = const when dp′ < 0.
Experimental results for deviatoric strain that develops in contractive for stress paths η = const when dp′ < 0.

Figure 10

Relationship Aq (η): experimental results and their analytical approximation for deviatoric strain that develops in dilative sand for stress paths η = const when dp′ > 0.
Relationship Aq (η): experimental results and their analytical approximation for deviatoric strain that develops in dilative sand for stress paths η = const when dp′ > 0.

Figure 11

Experimental results for pure shearing of dilative sand presented in the form of a single ‘common’ curve.
Experimental results for pure shearing of dilative sand presented in the form of a single ‘common’ curve.

Figure 12

Diagram illustrating the application of subsequent incremental equations.
Diagram illustrating the application of subsequent incremental equations.

Figure 13

Spherical unloading for different initial deviator stress levels.
Spherical unloading for different initial deviator stress levels.

Figure 14

Volumetric strains corresponding to different stress paths.
Volumetric strains corresponding to different stress paths.

Figure 15

Static liquefaction: experimental and numerical results.
Static liquefaction: experimental and numerical results.

Figure 16

The behaviour of dilative sand under undrained conditions: experimental and numerical results.
The behaviour of dilative sand under undrained conditions: experimental and numerical results.

Series of experiments performed to calibrate the model for contractive sand_

Testη = constFirst phase: dp′ > 0
ID0I_D^0 Aq
LH75dη = 0.640.0772.94
LH77dη = 0.970.1466
LH79dη = 0.440.231.3
LH80dη = 1.120.1139.76
LH81dη = 1.270.08228.3
LH81ddη = 1.220.05720.2
LH82dη = 0.230.0940.21
LH84dη = 00.056−2.63

Functions needed to build the incremental model_

FunctionAverage values of coeflcients
ContractiveDilativeContractiveDilative
MlAv/2p′A_v /2\sqrt {p^\prime} Av = 9.33Av = 3.48
Pl(a+bη4)/2p′\left( {a + b\eta ^4 } \right)/2\sqrt {p^\prime} a = −0.68a = 0
b = 9.74b = 1.62
Nl4c1η3P′              (2a1a2exp⁡(a2η)2+3a3η2)p′4c_1 \eta ^3 \sqrt {P^\prime} \;\;\;\;\;\;\;\;\;\;\;\;\;\;\left( {2a_1 a_2 {\it exp} \left( {a_2 \eta } \right)^2 + 3a_3 \eta ^2 } \right)\sqrt {p^\prime} c1 = 2.97a1 = −0.74 * 10−4
a2 = 6.39
a3 = 0.848
Qlb1b2(exp⁡b2η)p′b_1 b_2 ({\it exp}\; b_2 \eta )\sqrt {p^\prime} b1 = 0.023b1 = 3.5 × 10−4
b2 = 6.245b2 = 6.648
MuAvu/2p′A_v^u /2\sqrt {p^\prime} Auv=4.59A_u^v = 4.59Auv=3A_u^v = 3
Pu0--
Nuavp′a_v \sqrt {p^\prime} av = −0.87av = −0.39
Qubqp′b_q \sqrt {p^\prime} bq = 0.76bq = 0.4

List of experiments performed on contractive sand samples and the corresponding results for a single spherical loading–unloading loop_

Testη = constFirst phase:Second phase: dp′ < 0
ID0I_D^0 AvAqID0I_D^0 AvuA_v^u
SH73dη = 0.960.7023.310.7492.59
SH75dη = 1.230.7013.282.220.7493.04
SH76dη = 0.640.6693.720.520.7223.04
SH77dη = 0.340.7033.520.620.7532.9
SH78dη = 00.7013.4500.7502.96
SH80dη = 1.350.6323.276.50.6783.35
DOI: https://doi.org/10.2478/sgem-2019-0039 | Journal eISSN: 2083-831X | Journal ISSN: 0137-6365
Journal RSS Feed
Language: English
Page range: 137 - 150
Submitted on: Jul 5, 2019
Accepted on: Jan 10, 2020
Published on: Jun 30, 2020
Published by: Wroclaw University of Science and Technology
In partnership with: Paradigm Publishing Services
Publication frequency: 4 issues per year
Keywords:
constitutive equations,
granular soils,
deformations,
instability,
stability
Related subjects:
Geosciences,
Geosciences, other,
Materials sciences,
Composites,
Porous materials,
Physics,
Mechanics and fluid dynamics

© 2020 Justyna Sławińska-Budzich, Jacek Mierczyński, published by Wroclaw University of Science and Technology
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

Previous articleVolume 42 (2020): Issue 2 (June 2020)Next article