Constitutive Modeling of Triaxially Loaded Concrete by Pivonka P.

By Pivonka P.

Sleek structural engineering is characterised via nice complexity as regards layout, functionality and building. reside cycle engineering comprises severe load eventualities of undeniable and bolstered concrete buildings. In reinfored concrete constructions distinctive realization needs to be paid to severe overload stipulations resulting in a posh redistribution of inner loading paths. for this reason, excessive requisites with admire to the power and sturdiness of the hired fabrics are asked. defense requisites of society provide upward thrust to research the constitutive habit of the hired fabrics intimately. Numerical instruments akin to the Finite point approach (FEM), including using subtle constitutive types let to watch the advance of structural failure and estimate the height load of the process. Numerical and experimetal investigations give you the foundation for the advance of contemporary layout codes.Plain concrete performs an incredible function in structural engineering as a result of its effortless in situ set up and the fairly low fabric bills. The constitutive habit of concrete is characterised through diverse habit lower than tensile and compressive loading. Tensile loading is characterised through brittle failure, while compressive loading results in the improvement of ductile failure. The ratio of the uniaxial tensile energy to the uniaxial compressive power is nearly 1/10. Triaxial compression experiments with various confining strain truly point out the rise of compressive energy with expanding confinement.The current thesis offers with the improvement of 2 3D elasto-plastic constitutive types for concrete. those versions are in a position to taking pictures the fabric habit of concrete lower than a vast variety of loading stipulations reminiscent of tensile, low compressive and excessive compressive loading states. the 1st version is a single-surface version. Dependence of the concrete power at the Lode attitude is accounted for by way of an elliptic deviatoric form functionality. Ductile habit of concrete is managed via pressure-dependent ductility capabilities. the second one version is a multi-surface version which includes a Drucker-Prager floor for the outline of compressive failure of concrete and 3 Rankine surfaces for the outline of tensile loading. The Drucker-Prager floor is reformulated to account for restricted compressive pressure states. Inelastic dilatational habit of the single-surface and the Drucker-Prager floor is managed through a non-associative movement rule. For the Rankine criterion an associative movement rule is hired. The functionality of either fabric versions at the constitutive point has been investigated for numerous loading paths.Because of the really complicated structure of the proposed fabric types specified emphasis has been laid on a strong and effective algorithmic implementation within the context of really huge FE simulations. Such simulations are characterised by means of numerous thousand levels of freedom in 2nd and ten to hundred thousand levels of freedom in 3D.Constitutive types for concrete accounting for a suitable description of structural failure needs to contain softening fabric habit within the type of cracking and crushing of concrete. For the proposed versions softening is formulated at the foundation of the fracture power thought. The localization habit of the versions is investigated through numerous loading paths.

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Additional resources for Constitutive Modeling of Triaxially Loaded Concrete Considering Large Compressive Stresses: Application of Pull-out Tests of Ahchor Bolts

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In a research project, started in 1993, Van Geel (1995) investigated the behavior of concrete under plane strain conditions. Special emphasis was laid on compressive loading. From these test series two plane strain tests characterized by various confinement levels were chosen for a comparative study. 05. 29(a)) shows good agreement of the peak-strength and the pre-peak behavior. However, the brittleness of the post-peak behavior is underestimated. 29(b)) show relatively large deviations of peak-strength and ductility behavior in the pre-peak regime.

The value of αh defines the actual compressive strength of concrete, q¯h . The respective stress-like internal variable qh is expressed by a monotonically decreasing function of αh : qh = qh (αh ) =    −(fcu − fcy ) αh (2 − αh ) for hardening (αh < 1), −(fcu − fcy ) for softening (αh ≥ 1). 11 shows the dependence of the evolution of compressive strength, q¯h = fcy − qh , on confinement represented by xh . 4 Non-linear isotropic softening law The most important consequence of material instability in the form of cracking is localization of the deformations.

7. Standard values were chosen for the remaining material parameters. 7: Material properties of experimental data given by Van Mier (1984) and Van Geel (1995) the single-surface model were obtained by modification of model parameters of the calibration test (Hurlbut, 1985), whereas for the multi-surface model no such modifications were performed. 05. 27 shows the numerical results obtained from the single-surface model. 27(a)) indicate that the pre-peak and post-peak behavior are captured quite well.

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