An analytical model for reinforced concrete columns with

An analytical model for reinforced concrete columns with

Biaxial hysteretic model for the characterization of quasi

Given that the biaxial hysteretic model of shear-critical reinforced concrete columns is usually developed by incorporating with the single-degree-of-freedom system to write its expression in differential equation of motion control, it is unfeasible to match with the experimental data of the biaxial quasi-static testing in terms of force-displacement relationship.

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PDF Flexural Modeling of Reinforced Concrete Walls— Model

parameters, the model is effective in predicting the nonlinear flexural response of slender reinforced concrete walls. ANALYTICAL MODEL The model in Fig. 2(a) is an implementation of the generic two-dimensional MVLEM wall element. A structural wall is modeled as a stack of m MVLEM elements, which are placed on one another (Fig. 2(b)).

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Analytical model for the capacity of compressive arch

Compressive arch action (CAA) is a favourable structural mechanism to mitigate progressive collapse of reinforced concrete (RC) frames. To quickly and accurately predict the CAA capacity of RC sub-assemblages under a column-missing scenario, an engineering analytical model is proposed.

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Experimental and Analytical Investigation of Flexural

reinforced concrete beams. Firstly, literature review was conducted to evaluate previous experimental and analytical procedures related to reinforced concrete components. Secondly, a calibration model using a commercial finite element analysis package (ANSYS, SAS 2005) was set

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EFFECT OF SLENDERNESS RATIO ON THE PERFORMANCE

2001) developed an analytical model to study the behavior of slender FRP-RC columns. The model was verified with steel-RC columns from the literature. Mirmiran et al. (2001) recommended reducing the slenderness limit of 22 for steel-RC columns to 17 for FRP-RC columns with a reinforcement ratio of 1%.

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Analysis of Composite Steel (CFST) Columns -FRC Infilled

Figure 1.1 shows the behavior of a steel tubular column, a reinforced concrete (RC) stub column and a concrete filled steel tubular stub column without reinforcing bars. As it can be observed, the summation of the steel tube and the RC columns ultimate strength is less than that achieved by the CFST column Han et al. 2014.

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NUMERICAL AND ANALYTICAL MODELING OF CONCRETE

NUMERICAL AND ANALYTICAL MODELING OF CONCRETE CONFINED WITH FRP WRAPS. A Thesis in Civil Engineering by Lam & Teng’s stress-strain model for FRP-confined concrete. (Lam & Teng, 2003) 24 Indication of a deteriorated reinforced concrete column is the spalling action of the concrete cover

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FRP-Confined Concrete Columns: A New Procedure for

C. Pellegrino and C. Modena, “Analytical model for FRP confinement of concrete columns with and without internal steel reinforcement,” Journal of Composites for Construction, vol. 14, no. 6, pp. 693–705, 2010. View at: Publisher Site | Google Scholar

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Shear deformation model for reinforced concrete columns

Column shear failures observed during recent earthquakes and experimental data indicate that shear deformations are typically associated with the amount of transverse reinforcement, column aspect ratio, axial load, and a few other parameters. It was shown that in some columns shear displacements can be significantly large, especially after flexural yielding.

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Load carrying capacity of deteriorated reinforced concrete

The proposed analytical method will improve the understanding of effects of deterioration on structural members, and allow engineers to qualitatively assess load carrying capacity of deteriorated reinforced concrete bridge pier columns. KW - Bridge evaluation. KW - Concrete columns. KW - Corrosion. KW - Deterioration model

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Finite Element Analysis of Reinforced Concrete Beam-Column

New Model for Estimation of Shear Strength of Reinforced Concrete Interior Beam-Column Joints, Procedia Engineering 14: 2151-2159. ), ( Park and Mosalam, 2012 Park, S., Mosalam, K.M. (2012). Parameters for shear strength prediction of exterior beam-column joints without transverse reinforcement, Engineering Structures 36: 198-209.

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