The 0.36 within the parentheses is her presumed value for Φ c. Where τ and σ n are the shear and normal stresses at failure. Jizba used such a concept to derive a general strength relationship for sandstones: and was referred to as "critical porosity" elsewhere. This limiting porosity was shown as a crossover porosity from rock to a slurry by Raymer et al. More realistic forms must be used so that strength vanishes at some porosity Φ c. However, this equation predicts a finite strength even as porosity approaches 1.0. 1 or 2, we can derive C 0 from any such strength data: If we accept the restrictive relationships for failure of Eq. 2 – Uniaxial compressive strength ( C o) relations for sandstones.
UNIAXIAL COMPRESSIVE STRENGTH OF ROCK IN FLAC3D LICENSE
This article is distributed under the terms of the Creative Commons Attribution 4.0 International License ( ), which permits unrestricted use, distribution, and reproduction in any medium, provided you give appropriate credit to the original author(s) and the source, provide a link to the Creative Commons license, and indicate if changes were made. Test studies on influence of water content on rock creep law. Dam soft rock's nonlinear creep damage constitutive model and its application. Investigation on triaxial rheological mechanical properties of greenschist specimen (II): Model analysis. Nonlinear viscoelasto-plastic rheological model (Hohai Model) of rock and its engineering application. Study of constitutive equation of granite rheological model with thermo-mechanical coupling effects. A constitutive model for the deformation of a rock mass containing sets of ubiquitous joints. Testing study on creep properties for gypsum breccias. Development of an elastoplastic model for porous rocks. Complete creep curves under uniaxial compression. Creep behavior of a weak rock: Experimental characterization.
Creep effects on static and cyclic instability of granular soils. A non-associated viscoplastic model for the behavior of granite in triaxial compression. Experimental and numerical investigations on transient creep of porous chalk.
A general constitutive equation for transient and stationary creep of rock salt. Experimental study on rheological engineering properties of coarsely geanular red sandstone soil. A new constitutive model for alumina powder compaction. Keywords:Ĭreep test, CYJ model, nonlinear constitutive, numerical simulation, similar rock specimen,Ĭazacu, O., J. According to the test and equivalent coordination deformation principle, nonlinear CYJ creep constitutive is derived and nested into FLAC3D, model’s solution agrees well with the test results. Results show that, similar rock specimens’ uniaxial compressive strength is 2.65 MPa when stress is lower than its failure threshold 4.792 KN, specimens appear only two stages of initial creep and steady-state creep when stress is higher than the threshold, specimens appear accelerated creep stage. Samples’ conventional tests were done with WAW-32000 testing machine and indoor long-time creep tests were done with RLJW-2000 testing machine. In order to reveal rocks’ deformation law under long-time load, similar rock specimens’ creep constitutive was studied with a comprehensive method of theoretical analysis, test and numerical simulation.