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Analyzing the strength behavior of wooden materials the stresses that cause failure can be determined only in case of uniaxial compression or tension and shear parallel to the grain according to Eurocode 5. The standard does not give any data for stress pairs that are not part of the above cases. In this study the strength failure of the wood with biaxial failure criteria is defined, so that the interaction of the stresses, being in special directions (parallel and perpendicular to the grain), could be considered. Possessing appropriate failure criterion it is possible to calculate non-defined cases and also to compare the results of the known basic cases to the results given by the biaxial criteria. The carried out analysis justifies the ability of the application of the Ashkenazi failure criterion for the strength analysis of wooden materials.
The Poisson’s rate value of the rock mass is one of the most important rock mechanical and rock engineering parameter. This value is used for calculating the deformation of the tunnels or displacement on rock foundations, among the others. Unfortunately, measuring this value is very difficult and time consuming in rock masses. The goal of this paper is to present a simple method for estimating the Poisson’s rate value for rock masses if it is known for the intact rock. Using the well-known equations for determining the earth pressure at rest, the relationship between the internal friction angle and the Poisson’s rate value can be determined. Due to the relationship between the internal friction angle and the rock mass classification (namely GSI) are also determined, from these connections the Poisson’s rate value and the GSI can be calculated. A linear equation was found: decreasing the quality of the rock mass, the Poisson’s rate is increasing. The presented calculation is also good, if the Poisson’s rate of the intact rock is not determinable. In this paper it was assumed that the Poisson’s rate value is a material constant. Note, that theoretically it is not true, however for rock mechanical calculations the changing this value is never investigated.
In recent years, finite element modeling has become an important design tool. Advanced programs make it possible to use more complex soil models in addition to standard elasto-plastic models with Mohr-Coulomb failure criteria. These new models can follow nonlinear behavior and complicated loading sequences. The two most promising new models are: the Hardening Soil Model (HS) and the Soft Soil Model (SS).This paper focuses on the behavior of Transdanubian Clay, common in Hungary. Sampling, laboratory testing, and evaluation of data aiming at determining parameters for HS and SS models are described. Results based on oedometer tests using unloading/reloading sequences proved to be adequate for input to these models.
, progressive damage studies using pre-established 3D failure criteria in ABAQUS software were carried out, and the results of the study and the numerical values agreed adequately. Through employing the quasi-static indentation technique on laminated and
. According to Damjanac and Fairhurst ( 2010 ), intact rock creep does not occur below the crack initiation limit. Considering minor cracks in the blocks, properties are calculated using the Hoek–Brown failure criteria assuming that the GSI value is equal to
Effect of Bonding Type on the Failure of Reinforced Concrete Beam Strengthened with In-Situ High Performance Fibre Reinforced Concrete Layer
A kapcsolat típusának hatása helyszínen öntött szálerősítésű, nagyszilárdságú betonhabarccsal megerősített vasbeton gerenda tönkremeneteli módjára
.: Fracture-Mechanics Failure Criteria for RC Beams Strengthened with FRP Strips–A Simplified Approach . Composite Structures 64 ( 2004 ) 3–4 . 479 – 492 . doi: 10.1016/j.compstruct.2003.09.048 . Seyam , A. M . – Balázs , G. L .: A Review in
