Shear behaviour of trapezoidal column panels. II: Parametric study and cruciform element

López, Manuel Rodríguez; Loureiro, A.; Bayo, Eduardo

doi:10.1016/j.jcsr.2014.10.029

Cited by 20 publications

(14 citation statements)

References 6 publications

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“…This model includes the three degrees of freedom of the trapezoidal shear panel. The variables that characterize this model will be obtained after a detailed parametric analysis in the companion (Part II) paper [15].…”

Section: Discussionmentioning

confidence: 99%

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Shear behaviour of trapezoidal column panels. I: Experiments and finite element modelling

Bayo

Loureiro

López

2015

Journal of Constructional Steel Research

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Section: Discussionmentioning

confidence: 99%

“…The parameters h 1 , h 2 and h p represent the equivalent height of the shallow, centre and deep parts of the joint, respectively. The values of the springs and parameters are defined after a numerical parametric analysis in the companion (Part II) paper [15]. …”

Section: Kinematics Of the Deformation And Mechanical Modelmentioning

confidence: 99%

Shear behaviour of trapezoidal column panels. I: Experiments and finite element modelling

Bayo

Loureiro

López

2015

Journal of Constructional Steel Research

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“…Although this model provides a good representation of the behaviour of the connections it does not consider the real size of the joint, and more importantly it does not account for the interaction between the shear forces and bending moments acting on the panel zone. This idea was also extended for composite joints (4), steel trapezoidal panels (5), and for joints with beams of unequal depths (6). However, an iterative method is required to solve steel frames since the element forces are not known a priori (1).…”

Section: Introductionmentioning

confidence: 99%

Characterization of the behaviour of welded steel joints through modal components

Bayo

Gracia

2019

ce papers

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The analysis and design of joints constitutes one of the most important aspects when designing steel structures. It is a common practice to model the joint behaviour by zero-length rotational springs placed between the beam and corresponding column, or by mechanical models composed of springs and rigid bars. These models have serious limitations when considering the interactions between the shear, bending and axial forces and deformations of the panel zone. In this research, a new approach based on the characterization of modal components is presented. First, the steel joint is modelled as a cruciform finite element of 12 degrees of freedom. Then, the stiffness matrix is decomposed in eigenvectors and eigenvalues. The eigenvectors provide information about the joint deformation modes, while the eigenvalues give information about the stiffness associated with each mode. To identify the main modes and their characteristics, a parametric study has been carried out for welded joints with and without stiffeners. For both cases, all combinations of IPE 120 to IPE 600 profiles for beams and HEA 160 to HEA 1000 profiles for columns have been studied. The only restraint imposed in the combination process is that the beam width be smaller than the column width. First, the cruciform finite element stiffness matrices are obtained. Subsequently, a spectral decomposition is carried out using MATLAB, and then Python scripts are developed to classify the modes and eigenvalues. The statistical analysis of the results shows that after removing the three rigid solid modes the most relevant deformation modes are the shear and the two possible bending modes including their interaction. The remaining six modes correspond to deformation modes with high stiffness values that are not excited under common loading situations.

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“…Girao et al [5] have studied the numerical modelling of high strength steel column web shear panel behaviour. Bayo et al [6] and Lopez et al [7] have analized the shear behaviour of trapezoidal column panels, and more recently Loureiro et al [8] have studied the shear behaviour of stiffened double rectangular column panels.…”

Section: Introductionmentioning

confidence: 99%

Experimental evaluation of E stubs under shear

Loureiro¹,

Lopez²,

Gutiérrez³

2016

Fouth International Conference on Advances in Civil, Structural and Construction Engineering - CSCE 2016

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Abstract-Current European standard of steel structures (Eurocode 3), establishes the necessity of taking into account the rigidity and resistance of joints in the overall calculation of the structure. This normative uses the method of the components. One of the components with greater influence on the behavior of the joint is the column web in shear. In 3D joints with additional plates, a new component, called E-Stub, appears. This component has been studied in regards to their behavior under axial load. However, the behavior of the E-stub when it is subjected to shear, has not been yet studied.In the present work, a test of a 3D joint with additional plates subjected to shear forces is conducted. During this process, measurements of strain gauges, inclinometers, and load cells are carried out. In this way, it is possible to determine the moment_rotation curves of the different panels composing the joint (web of the column and additional plates). The test is conducted in the elastic range, in order to determine the E-stub shear stiffness. The aim is to understand the mechanisms of deformation for the shear E-stub component. These results will be used for calibrating the FEM models of the joints. This work will allow a parametric analysis with the aim of characterizing the different parameters that influence in the comportment of the E-stub under shear.

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Shear behaviour of trapezoidal column panels. II: Parametric study and cruciform element

Cited by 20 publications

References 6 publications

Shear behaviour of trapezoidal column panels. I: Experiments and finite element modelling

Shear behaviour of trapezoidal column panels. I: Experiments and finite element modelling

Characterization of the behaviour of welded steel joints through modal components

Experimental evaluation of E stubs under shear

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