Mixed Formulation of Nonlinear Steel-Concrete Composite Beam Element

Ayoub, Ashraf; Filippou, Filip C.

doi:10.1061/(asce)0733-9445(2000)126:3(371)

Cited by 191 publications

(78 citation statements)

References 14 publications

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“…A detailed derivation of the formulation is presented in earlier studies by Ayoub and Filippou (1999) for anchored reinforcing bar problems, Ayoub and Filippou (2000) for composite steel-concrete beam elements, and Ayoub (2006) for reinforced concrete beam-columns with bond-slip. The present mixed model for prestressed beams is similar in concept.…”

Section: Finite Element Model For Pretensioned Prestressed Concrete Bmentioning

confidence: 99%

Finite-Element Model for Pretensioned Prestressed Concrete Girders

Ayoub

Filippou

2010

J. Struct. Eng.

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This is the accepted version of the paper.This version of the publication may differ from the final published version. Permanent repository link AbstractThis paper presents a nonlinear model for pretensioned prestressed concrete girders.The model consists of three main components: a beam-column element that describes the behavior of concrete, a truss element that describes the behavior of prestressing tendons, and a bond element that describes the transfer of stresses between the prestressing tendons and the concrete. The model is based on a two-field mixed formulation, where forces and deformations are both approximated within the element. The nonlinear response of the concrete and tendon components is based on the section discretization into fibers with uniaxial hysteretic material models. The stress transfer mechanism is modeled with a distributed interface element with special bond stress-slip relation. A method for accurately simulating the prestressing operation is presented. Accordingly, a complete nonlinear analysis is performed at the different stages of prestressing.Correlation studies of the proposed model with experimental results of pretensioned specimens are conducted. These studies confirmed the accuracy and efficiency of the model.

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Section: Finite Element Model For Pretensioned Prestressed Concrete Bmentioning

confidence: 99%

Finite-Element Model for Pretensioned Prestressed Concrete Girders

Ayoub

Filippou

2010

J. Struct. Eng.

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“…From the finite element discretization, the displacement, stress and strain fields are expressed as e = 1, ..., N el (22) where , , and denote the nodal displacement, stress and strain parameters, respectively; , , and are the shape (interpolation) functions for the displacement, stress and strain fields, respectively, all quantities being referred to element "e"; and N el denotes the number of finite elements used discretizing the structure.…”

Section: General Geometric and Materials Nonlinear Theory Including Shmentioning

confidence: 99%

“…Substituting Equations (22) in Equations (16), (17) and (19), and recognizing that (23) where denotes the union operator and is the volume of the element "e" in the reference configuration, we obtain the following weak forms of equilibrium, compatibility and constitutive law, respectively:…”

Section: General Geometric and Materials Nonlinear Theory Including Shmentioning

confidence: 99%

“…Mixed frame elements are more accurate in nonlinear analysis than displacement-based elements and are a possible alternative to the recently established force-based elements [19]. Examples are available in the recent literature for monolithic beams [19][20][21] and for composite beams with deformable shear connection [22,23]. This paper focuses on the formulation of finite element response sensitivity analysis in the case of a nonlinear three-field mixed approach derived from the Hu-Washizu variational principle, considering both quasistatic and dynamic loadings.…”

Section: Introductionmentioning

confidence: 99%

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Finite element response sensitivity analysis using three‐field mixed formulation: general theory and application to frame structures

Barbato

Zona

Conte

2006

Numerical Meth Engineering

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SUMMARYThis paper presents a method to compute response sensitivities of finite element models of structures based on a three-field mixed formulation. The methodology is based on the Direct Differentiation Method (DDM), and produces the response sensitivities consistent with the numerical finite element response. The general formulation is specialized to frame finite elements and details related to a newly developed steelconcrete composite frame element are provided. DDM sensitivity results are validated through the forward Finite Difference Method (FDM) using a finite element model of a realistic steel-concrete composite frame subjected to quasi-static and dynamic loading. The finite element model of the structure considered is constructed using both monolithic frame elements and composite frame elements with deformable shear connection based on the three-field mixed formulation. The addition of the analytical sensitivity computation algorithm presented in this paper extends the use of finite elements based on a three-field mixed formulation to applications that require finite element response sensitivities. Such applications include structural reliability analysis, structural optimization, structural identification, and finite element model updating.KEY WORDS: Hu-Washizu functional; three-field mixed finite element formulation; material constitutive parameters; finite element response sensitivity; steel-concrete composite beam.

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“…Krishnamurthy et al [6] modelled the connections by adopting the eight-node sub-parametric bricks in order to reproduce the behaviour of bolted end plate connections. Ayoub et al [7] used the inelastic beam element for the analysis of steel-concrete composite girders with partial composite action under monotonic and cyclic loads. Sebastian et al [8] developed a beam element with layered steel beam and layered concrete slab for the analysis of steel-concrete composite girders.…”

Section: Introductionmentioning

confidence: 99%

The Structural Behaviour of Composite Connections With Steel Beams and Precast Hollow Core Slabs

Fu¹

2009

Volume 5 Number 1

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ABSTRACT:The use of composite precast hollowcore floor system has been rapidly increased in U.K. and the international construction market due to its various advantages. However, this composite system is mainly used as simply supported beam, without considering the moment behaviour of the connections. Therefore, little research on the composite joint behaviour of this connection has been conducted so far. In this paper, using the general purpose finite element software ABAQUS, a three dimensional model of the composite joint was set up to simulate the semi-rigid composite beam-column connections of the composite beams with precast hollowcore slabs. Using the proposed model, the numerical studies using 3-D Finite element modelling techniques were carried out. Against with the full scale test results of the author, the structural behaviour of this type of connections was studied.Keywords: Connection; semi-rigid;, finite element; connection; modelling INTRODUCTIONIn the building construction, precast hollowcore slab is a newly developed floor system with limited research. Compared with the traditional composite floor system like the solid slabs or metal profiled decking floor system, it saves construction time; reduce the cost of concrete casting, etc. Therefore, it becomes more and more popular in the construction market. In the construction practice, the composite beams with precast slabs are used as simply supported beam; no moment capacity of the connection has been taken into account in the current design. However research by the author found that even with simple steel beam to column connection, if the longitudinal steel bars are placed around the columns edge, the connection can achieve some moment capacity due to the composite action between the precast slabs and the steel beams. The behaviour of this type of connections more or less can be classified as semi-rigid connections which can be used to enhance the whole stability of the frames. Therefore, the research on the behaviour of this type of connections is quite necessary.Johnson et al.[1] firstly conducted five tests on composite connections which covered the whole range of the web slenderness available in universal beams and showed that negative moment with semi-rigid joints had greater resistance to bucking and much greater rotation capacity than rigid joints. MacGinley et al.[2] tested a series of bare steel joints and two composite connections. The two composite connections exhibited considerably more capacity than the bare steel joints. Davison et al. [3] tested eleven composite beam-to-columns connections. This was the first study in the U.K. to use relatively flexible joint details to exploit the composite floor action in composite frames. This also was the first attempt to use profiled metal decking rather than a solid slab. The test results suggested that it was unwise to rely solely on mesh to provide tensile reinforcement and that the anchorage of the reinforcement is particularly important. Seven bare steel beam-to-column equivalent joint...

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Mixed Formulation of Nonlinear Steel-Concrete Composite Beam Element

Cited by 191 publications

References 14 publications

Finite-Element Model for Pretensioned Prestressed Concrete Girders

Finite-Element Model for Pretensioned Prestressed Concrete Girders

Finite element response sensitivity analysis using three‐field mixed formulation: general theory and application to frame structures

The Structural Behaviour of Composite Connections With Steel Beams and Precast Hollow Core Slabs

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