Discussion: Triaxial Compression of a Cohesive Soil with Effective Octahedral Normal Stress Control

1965 ◽  
Vol 2 (4) ◽  
pp. 338-341
Author(s):  
W H Perloff, Jr.
Keyword(s):  
Normal Stress ◽  
Triaxial Compression ◽  
Cohesive Soil ◽  
Stress Control

Triaxial Compression of a Cohesive Soil with Effective Octahedral Normal Stress Control

1965 ◽  
Vol 2 (1) ◽  
pp. 40-52 ◽  
Author(s):  
R L Kondner ◽  
J M Horner
Keyword(s):  
Shear Strength ◽  
Normal Stress ◽  
Triaxial Compression ◽  
Cohesive Soil ◽  
Deviatoric Stress ◽  
Strain Response ◽  
Compression Tests ◽  
Ultimate Shear Strength ◽  
Stress Strain ◽  
Stress Control

The influence of the first invariant of the effective stress tensor upon the deviatoric response of a cohesive soil is investigated. Triaxial compression tests with effective octahedral normal stress control show the deviatoric stress-strain response to be definitely affected by the value of the effective octahedral stress, [Formula: see text]. The values of [Formula: see text] range from 7.5 psi to 30.0 psi. For a constant value of strain, the deviatoric stress increases with an increase in [Formula: see text]. The ultimate shear strength can be approximated as a linear function of [Formula: see text]. Hyperbolic representation of the stress-strain response provides a convenient method for obtaining a measure of the ultimate shear strength using the response of stress states other than failure. The deviatoric stress-strain response as a function of the effective octahedral stress, [Formula: see text], can be expressed in the normalized form[Formula: see text]where ε is the strain, [Formula: see text] is a measure of the shear strength expressed in terms of [Formula: see text] , and A as well as B are numerical coefficients.

scholarly journals Modelling of the Response of Partially Saturated Non-cohesive Soil Subjected to Undrained Loading

2018 ◽  
Vol 65 (1) ◽  
pp. 11-29
Author(s):  
Waldemar Świdziński ◽  
Jacek Mierczyński ◽  
Marcin Smyczyński
Keyword(s):  
Experimental Data ◽  
Triaxial Compression ◽  
Cohesive Soil ◽  
Original Model ◽  
Saturated Soils ◽  
Cohesive Soils ◽  
Partially Saturated ◽  
Partially Saturated Soils ◽  
Undrained Conditions ◽  
Undrained Loading

AbstractThe paper deals with the modelling of the undrained response of non-cohesive partially saturated soils subjected to triaxial compression. The model proposed is based on an incremental equation describing the pre-failure response of non-cohesive soils during shearing. The original model, developed by Sawicki, was modified by taking into account pore fluid compressibility. The governing equation makes it possible to simulate effective stress paths under undrained conditions. Numerical results are compared with experimental data.

The Strength and Stress-Strain Characteristics of Oakdale Coal under Triaxial Compression

1960 ◽  
Vol 97 (5) ◽  
pp. 422-435 ◽  
Author(s):  
D. W. Hobbs
Keyword(s):  
Shear Stress ◽  
Normal Stress ◽  
Elastic Strain ◽  
Triaxial Compression ◽  
Confining Pressure ◽  
Laboratory Measurements ◽  
Stress Concentrations ◽  
Stress Strain ◽  
Coking Coal ◽  
Local Edge

AbstractLaboratory measurements of the effect of a confining pressure on the strength and stress-strain characteristics of a metallurgical coking coal are described. Several-fold increases in the strength, the Young's modulus and the elastic strain at failure were found as the confining pressure was increased to 5,000 lb./n.2. The results are discussed in relation to various criteria of failure. It was found that failure was represented by Coulomb's equation relating shear stress and normal stress, provided the observed angles of fracture were not influenced by local edge stress concentrations.

scholarly journals COMPACTION OF SATURATED SOILS WITH REGARD TO COMPRESSIBLE PORE FLUID AND SOIL CREEP

2019 ◽  
Vol 21 (5) ◽  
pp. 192-199
Author(s):  
Yu. P. Smolin ◽  
K. V. Vostrikov
Keyword(s):  
Differential Equation ◽  
Triaxial Compression ◽  
Cohesive Soil ◽  
Pore Fluid ◽  
Stress Deviator ◽  
Relative Deformation ◽  
Entire Area ◽  
Soil Creep ◽  
Sample Height ◽  
The Fourier Transform

The paper describes the problem of consolidation of clay soil with spherical tensor and stress deviator, taking into account compressibility of pore fluid and the soil creep. In solving the problem, the differential equation is suggested for compacting cohesive soil filled with linearly compressible groundwater. It is considered that the gas volume in the groundwater does not exceed 10 %. The solution of the differential equation is based on the Fourier transform.For the numerical calculation of creep during compaction of consolidated soil an easy-touse method was used, i.e. testing of soil samples of the same monolith in the compression device, but different height. Knowing the relative vertical deformation of these samples, approximation and extrapolation methods allow to find the relative deformation at the sample height tending to zero. At almost zero sample thickness, deformation depends only on the soil creep, while the pore pressure will no longer play a role.The obtained values of the relative strain are used to select the function of the creep nucleus. It is found that the exponential function optimally describes the process of soil compaction over the entire area: from the beginning of compaction to its termination.Knowing the pressure, the stress in soil and the amount of sediment are found with a triaxial compression, taking into account its instantaneous deformation.

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