Two-dimensional FE model for evaluation of composite beams, I: Formulation and validation

Queiroz, F.D.; Queiroz, Gilson; Nethercot, D.A.

doi:10.1016/j.jcsr.2009.01.006

Cited by 20 publications

(6 citation statements)

References 6 publications

(11 reference statements)

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“…Por un lado, modelos en tres dimensiones, 3D, proporcionan una alta precisión indicada especialmente para estudios de regiones locales o de discontinuidades. Sin embargo, de acuerdo con Queiroz et al [7][8], el uso de este procedimiento se desaconseja en estructuras complejas debido a los grandes costes computacionales, la necesidad de integrar esfuerzos y la dificultad de conseguir una convergencia numérica. A pesar de que el reciente desarrollo de softwares como ABAQUS/explicit [9] ha mejorado considerablemente esta convergencia, y por lo tanto, la aplicabilidad de los MEFs, un gran número de autores recomiendan modelos bidimensionales, 2D, para el diseño práctico de vigas mixtas.…”

Section: Figura 1 Elementos De Una Viga Mixta Con Pernos Conectadoresunclassified

Modelización de vigas mixtas con interacción imperfecta

Caus¹,

Galant

Arrizabalaga

et al. 2018

Hormigón y Acero

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En la mayoría de vigas mixtas, la conexión entre el hormigón y el acero es imperfecta y por tanto aparece un mayor o menor deslizamiento relativo entre ambos materiales. Este deslizamiento afecta tanto a las deformaciones como a los esfuerzos de la viga. Para simular este fenómeno, en este trabajo se propone un nuevo modelo de elementos finitos bidimensional basado en elementos tipo viga, facilitando así la interpretación y la aplicación práctica de los resultados. Para validar la precisión del modelo, se comparan los resultados obtenidos mediante el modelo con los *Manuscrito (anónimo) 2/12 derivados de las ecuaciones analíticas propuestas en la literatura, en dos estructuras mixtas con diferentes estados de carga.

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Section: Figura 1 Elementos De Una Viga Mixta Con Pernos Conectadoresunclassified

Modelización de vigas mixtas con interacción imperfecta

Caus¹,

Galant

Arrizabalaga

et al. 2018

Hormigón y Acero

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“…The deflection at mid span of beam at ultimate stage ( ult. ) and slip at end of beam at ultimate stage produced from the finite element analysis are listed in Table (8). In order to investigate the efficiency of the model in simulating the beam test, the results are traced through the loading steps and compared with those obtained experimentally at the same loading level.…”

Section: ] (A) Solid65 Brick Element (B) Shell43 Element (C) Strengmentioning

confidence: 99%

Experimental and Finite Element Analysis of Steel-Concrete Composite Beams

Al-Darzi¹,

A.H.Al-Juboory²

2012

(AREJ)

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A new type of perfobond shear connector is suggested, and tested through design and construction of six steel-concrete composite beams separated on three groups formed from standard steel section (W4X13), with total length of 1300mm. The concrete slab connected to steel section by using three types of mechanical shear connectors namely; stud connector and regular circular hole perfobond connectors in addition to newly suggested type of triangular hole perfobond connector. The beams are experimentally tested using two point load beam test to inspect the effects of connector's type on beam behaviour at yielding and ultimate stages in terms of deflection at mid-span and slip at ends of tested beams. A three dimensional nonlinear finite element model is developed using ANSYS software to simulate beam test up to failure. The results show that, composite beams constructed with newly suggested triangular perfobond connectors developed a strength percentage higher than those with stud connectors, and regular circular perfobond connector. The finite element model validated by comparing with experiments, predicting differences in ultimate resistances of (0.9% to 5.7%) for perfobond connectors and (11.9% to 19.2%) for stud connectors.

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“…Two dimensional finite element model representing a cross-section can be used to study the behaviour of a SCC girder [19][20][21]. These 2D models, however, impose restrictions on representation of interface and its actual behaviour.…”

Section: Introductionmentioning

confidence: 99%

Three Dimensional FE Model of Stud Connected Steel-Concrete Composite Girders Subjected to Monotonic Loading

Prakash¹,

Anandavalli²,

Madheswaran³

et al. 2012

MECHANICS

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Nonlinear behaviour of stud connected steel-concrete composite girders is numerically studied in this paper. Focus of the study is to develop and validate a three-dimensional finite element model. Numerical results are compared with that obtained from an experimental study conducted by authors. Brief description of the experiment to the extent required for validation is provided in the paper. A sophisticated 3D finite element model of the composite girder is developed using ABAQUS software. Nonlinear damage plasticity model is considered for modelling concrete. Suitable interface elements combined with the constraints are used to describe interaction among the concrete slab, steel beam and studs. Besides the interaction between concrete and steel, appropriate value of friction coefficient is also used. Validation of the model is done in terms of comparing the predicted energy absorption capacity, slip at interface, cracking and crushing of the concrete, yielding and local buckling of steel beam flanges with the corresponding values obtained in the experiments. Energy absorption capacity of the composite girder obtained from the finite element analysis corroborated well with corresponding measured values. It is observed that the FE model predicts a conservative value for ultimate load.

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Two-dimensional FE model for evaluation of composite beams, I: Formulation and validation

Cited by 20 publications

References 6 publications

Modelización de vigas mixtas con interacción imperfecta

Modelización de vigas mixtas con interacción imperfecta

Experimental and Finite Element Analysis of Steel-Concrete Composite Beams

Three Dimensional FE Model of Stud Connected Steel-Concrete Composite Girders Subjected to Monotonic Loading

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