Comparative study of the simplified methods of Eurocode 2 for second order analysis of slender reinforced concrete columns

Araújo, José Milton de

doi:10.1016/j.jobe.2017.10.003

Cited by 8 publications

(5 citation statements)

References 10 publications

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“…The creep coefficient φ(t, t 0 ), as defined in Eq. (22), is the product of two factors, namely, φ 0 and β c (t, t 0 ), which, respectively, characterize the effects of the rheological properties of the concrete under environmental conditions and the evolution of creep with time after loading of the structure:…”

Section: Model Predicted By Eurocodementioning

confidence: 99%

“…Thus, the creep coefficient can be obtained using Eq. (22), and the temporal function that describes the deformation in accordance with EN 1992-1-1 can be expressed as ε t; t 0 ðÞ ¼ σ c t 0 ðÞ 1…”

Section: Model Predicted By Eurocodementioning

confidence: 99%

“…The densities of the reinforced concrete were defined as 2600 and 2500 kg/m 3 for the super-and infrastructure, respectively. The physical nonlinearity of the material was Using Dynamic Analysis to Adjust the Rheological Model of Three Parameters… DOI: http://dx.doi.org /10.5772/intechopen.88665 computed for the superstructure and the foundation reducing the gross moment of inertia by a multiplier factor equal to 0.3, allowing the performing of a simplified nonlinear analysis according to Eurocode 2, as presented in [22], but being possible the use of other coefficients as explained by [23].…”

Section: An Applicationmentioning

confidence: 99%

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Using Dynamic Analysis to Adjust the Rheological Model of Three Parameters to the Eurocode Creep Criteria

Wahrhaftig¹

2020

Dynamical Systems Theory

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A dynamic analysis of vibration for considering a three-parameter rheological model to fit the same results as predicted for creep by the Eurocode (EN 1992) criteria is performed based on the adjustment of its parameters. The use of a rheological model of three parameters as a valid alternative for real problems brings a huge facility for mathematical implementation and manipulation due the simplicity of the solution. For adjustment of the elastics and the viscous parameters, a numerical simulation to calculate the fundamental frequency of an actual reinforcement concrete pole is carried out in comparison with the standard Eurocode criteria. In this determination, the geometry variation, a concentrated force present at the free end of the structural element, and the self-weight of the structure are considered. The physical nonlinearity of the concrete due to the cracks is also considered by reducing of the flexural stiffness, and its viscoelastic behavior is included in the calculation through a temporal modulus of elasticity. In the analysis, the ground was modeled as a set of distributed springs along the foundation length. The frequency over time is then analytically calculated as the critical buckling load for different instants after the structure to be loaded.

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Section: Model Predicted By Eurocodementioning

confidence: 99%

Section: Model Predicted By Eurocodementioning

confidence: 99%

Section: An Applicationmentioning

confidence: 99%

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Using Dynamic Analysis to Adjust the Rheological Model of Three Parameters to the Eurocode Creep Criteria

Wahrhaftig¹

2020

Dynamical Systems Theory

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“…The second-order effect of columns subjected to a combined bending moment and axial force cannot be ignored because the slenderness ratio increases and bearing capacity of the columns decreases [5]. Therefore, two methods based on the nominal stiffness and curvature were suggested [2,6]. Moreover, several methods have been proposed for calculating the ultimate resistance and ductility of rectangular RC columns [5,[7][8][9][10][11][12][13][14][15][16], and a simplified analytical relationship between the bending moment and curvature of circular RC cross sections has been proposed [17,18].…”

Section: Introductionmentioning

confidence: 99%

Approximate calculation of circular reinforced concrete columns with nomograms

2023

JCE

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Calculating the reinforcement of circular reinforced concrete (RC) columns involves not only the dual nonlinearity of the geometry and material but also the nonlinearity of the section width. Accurate solutions require iterative calculations. To develop the calculation method manually, the model column method was proposed to compute the second-order effect of the columns, and the strain method was used to calculate the ultimate strength of the sections analytically. The nomograms required to calculate the reinforcing steel content of the columns without iterations were obtained. The nomogram for calculating the section bearing capacity and reinforcing steel has three parameters (axial force, bending moment, and mechanical ratio of the reinforcing steel). Further, the nomogram for calculating the column bearing capacity and reinforcing steel has five parameters (axial force, bending moment, curvature, slenderness ratio, and mechanical ratio of the reinforcing steel), and the relationship between the five parameters can be expressed in a plan, which makes the application convenient. Finally, the calculation results of the nomograph were compared with those of the existing approximate calculation formulas and exact numerical methods, and the accuracy of the nomograms was verified.

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“…As a result, accuracy of the ultimate load predicted by plastic analysis depends on the differences between the actual bending moment exhibited by each plastic hinge at the ultimate and the maximum bending moment that the plastic hinge can reach without being an element of the beam (i.e., peak of the moment–rotation relationship of the plastic hinge as an individual element) [11,12,13]. Accordingly, plastic analysis may overestimate the ultimate load; a lower ductility leads to greater overestimation [14,15,16].…”

Section: Introductionmentioning

confidence: 99%

Bending Load-Carrying Capacity of Reinforced Concrete Beams Subjected to Premature Failure

Foraboschi

2019

Materials

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This paper investigates the ultimate flexural strength of reinforced concrete beams when affected by premature failure due to a rotational capacity of the first plastic hinge being consumed before the last plastic hinges reach their maximum possible moment. The paper provides a simple formula for predicting the ultimate load of a hyperstatically supported beam, taking into account the available ductility. The proposed formula is the result of calibration against the ultimate loads from a non-linear analysis on a variety of beams, with a wide spectrum of configurations and with concrete grades from 10.0 to 60.0 N/mm2. The formula in based on the plastic hinge model, making it easy to apply, and the ultimate bending moments allow for the actual rotational capacity, making predictions accurate.

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Comparative study of the simplified methods of Eurocode 2 for second order analysis of slender reinforced concrete columns

Cited by 8 publications

References 10 publications

Using Dynamic Analysis to Adjust the Rheological Model of Three Parameters to the Eurocode Creep Criteria

Using Dynamic Analysis to Adjust the Rheological Model of Three Parameters to the Eurocode Creep Criteria

Approximate calculation of circular reinforced concrete columns with nomograms

Bending Load-Carrying Capacity of Reinforced Concrete Beams Subjected to Premature Failure

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