Constitutive Modeling of Triaxially Loaded Concrete by Pivonka P. PDF

By Pivonka P.

Smooth structural engineering is characterised through nice complexity as regards layout, functionality and development. stay cycle engineering comprises severe load eventualities of simple and bolstered concrete constructions. In reinfored concrete buildings specific awareness has to be paid to severe overload stipulations resulting in a fancy redistribution of inner loading paths. for this reason, excessive specifications with appreciate to the energy and sturdiness of the hired fabrics are asked. defense standards of society supply upward push to investigate the constitutive habit of the hired fabrics intimately. Numerical instruments equivalent to the Finite aspect strategy (FEM), including using subtle constitutive types let to observe the advance of structural failure and estimate the height load of the process. Numerical and experimetal investigations give you the foundation for the improvement of recent layout codes.Plain concrete performs a massive function in structural engineering due to its effortless in situ install and the particularly low fabric charges. The constitutive habit of concrete is characterised by means of various habit below tensile and compressive loading. Tensile loading is characterised by means of brittle failure, while compressive loading ends up in the improvement of ductile failure. The ratio of the uniaxial tensile power to the uniaxial compressive energy is nearly 1/10. Triaxial compression experiments with varied confining strain basically point out the rise of compressive energy with expanding confinement.The current thesis offers with the advance of 2 3D elasto-plastic constitutive versions for concrete. those types are able to shooting the fabric habit of concrete less than a large 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 perspective is accounted for by way of an elliptic deviatoric form functionality. Ductile habit of concrete is managed through pressure-dependent ductility features. the second one version is a multi-surface version including 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 rigidity states. Inelastic dilatational habit of the single-surface and the Drucker-Prager floor is managed by way of a non-associative circulation rule. For the Rankine criterion an associative move rule is hired. The functionality of either fabric types at the constitutive point has been investigated for varied loading paths.Because of the quite complicated structure of the proposed fabric types detailed emphasis has been laid on a powerful and effective algorithmic implementation within the context of rather 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 versions for concrete accounting for a suitable description of structural failure needs to contain softening fabric habit within the kind of cracking and crushing of concrete. For the proposed versions softening is formulated at the foundation of the fracture strength idea. The localization habit of the types is investigated via numerous loading paths.

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

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For fcu =35 N/mm2 , aT P =6. The assumption of a fixed location of the transition point leads to an increase of the frictional parameter (m → mr ) for a decreasing tensile strength q¯s in consequence of softening5 . 35), using θ = 0◦ and rearranging terms as: mr = 5 (2 + aT P )(mo + 4 − 8aT P + 4a2T P + m2o ) 2(2 + aT P ) . , aT P =8. 38) with q¯s = ftu − qs . Based on this definition, an intermediate state of the softening surface is defined as 3 f (p, r, θ; qs ) = 2 rg(θ, e) √ 6fcu 2 + m(qs ) rg(θ, e) p q¯s + √ = 0.

The material properties of concrete conducted in Baˇzant et al. 5. 5: Material properties of uniaxial compressive strain test corresponding to the experimental data given in Baˇzant et al. (1986) From the experimentally obtained stress-strain diagram the following conclusions can be drawn: The initial decrease of the slope in the axial stress - axial strain diagram is caused by breakage of pore walls and collapse of pores, whereas the subsequent stiffening is a consequence of the closure of pores.

53) has to be modified. Such a modification must account for the dependence of the volumetric plastic strains on the actual state of stress. 22 the evolution of the volumetric plastic strain was assumed to be constant (¯ κDP = κDP ) and zero (¯ κDP = 0), respectively. 23 contains the numerical results for a uniaxial tension test. 23 (b)). 2 Northwestern experiments The model behavior under high compressive stress states was calibrated according to experiments made at Northwestern University by Baˇzant et al.

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Constitutive Modeling of Triaxially Loaded Concrete Considering Large Compressive Stresses: Application of Pull-out Tests of Ahchor Bolts by Pivonka P.


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