Numerical modeling on thin-walled cold-formed steel clip angles subjected to pull-out failures

Obeydi, Marzieh; Daei, Maryam; Zeynalian, Mehran; Abbasi, Mehran

doi:10.1016/j.tws.2021.107716

Cited by 17 publications

(5 citation statements)

References 12 publications

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“…The output is an evaluation that the DSM is in some cases nonconservative for combined bending with shear and can lead to a poor estimation of the behaviour of the Z-profile with overlaps. In general, numerical modelling of steel structures increases knowledge of the problem [25,26], so there is no doubt about the reasons for large-scale parametric studies.…”

Section: Overview Of Twcc Analyses Worldwidementioning

confidence: 99%

Numerical Models of the Connection of Thin-Walled Z-Profile Roof Purlins

et al. 2021

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High thin-walled purlins of Z cross-section are important elements in steel wide-span structures. Their behaviour is influenced by many variables that need to be examined for every specific case. Their practical design thus requires extended knowledge of their behaviour for the possible configurations and dimensions. Numerical analysis verified by experimental investigation can thus enrich such knowledge. Numerical models have the advantage of repeatability and the ability to offer parametric changes. The parametric study presented shows a detailed description of a finite element model of thin-walled cross-sectional roof purlins connected to other roof elements. Models include various approaches to modelling bolt connection. Two schemes of purlins, with and without cleats, are presented. The results of different approaches in numerical modelling are compared with the results of a physical test on a real structure. The article shows a significant agreement in the case of specific approaches and points out the differences with others. The results can be helpful in terms of how to approach the modelling of thin-walled structures and the effective approach to experimental preparation.

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Section: Overview Of Twcc Analyses Worldwidementioning

confidence: 99%

Numerical Models of the Connection of Thin-Walled Z-Profile Roof Purlins

et al. 2021

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“…Many research works were conducted on the cold-formed steel connection to understand its complicated behavior and provide appropriate design guidelines [1][2][3][4][5][6][7][8][9][10][11][12]. Chung and Lawson [1] performed experiments on the web cleat shear connections between CFS beam and column under monotonic load.…”

Section: Introductionmentioning

confidence: 99%

“…They observed that the web buckling of connected members reduce the moment capacity of the joint. Obeydi et al [5] conducted a numerical analysis of the pull-out failures in clip angles to calibrate the experimental findings from their past study [6]. Natesan and Madhavan [7] conducted an experimental work on the CFS beam-to-column two-bolted shear connection and proposed a new shear design equation.…”

Section: Introductionmentioning

confidence: 99%

Experimental investigation of the service shear strength of the welded clip‐angle connector in a CFS beam‐to‐column connection

Madheswaran,

Mallepogu,

Madhavan

2023

ce papers

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The present research endeavours to experimentally evaluate the service shear strength of the cold‐formed steel (CFS) welded clip‐angle connector in a CFS beam‐to‐column connection. A total of 30 laboratory tests were conducted on the 27 configurations of the clip‐angle by varying its thickness, width, and depth. The governing design failure modes observed in the welded clip‐angle are (i) Local buckling and (ii) Distortional buckling. The existing traditional elastic design approach for the service limit state design of CFS connector was found to be highly conservative for most of the welded clip‐angle specimens. Hence a new design approach is developed for the welded clip‐angle configuration and the corresponding design shear equation is suggested. A comparative study was conducted between the present welded clip‐angle configuration and existing screwed configuration. The design recommendations were suggested for the efficient design of the connection for the welded clip‐angle configuration. The relevant design factors for the suggested shear equations of welded clip‐angle were evaluated from the reliability analysis.

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“…Additionally, they concluded that the truss-end connections are one important component that, if improperly designed, can lead to the premature failure of the structure. Obeydi et al [13] experimentally and numerically investigated clip angles made from CFS for joining CFS members including CFS trusses. Wang et al [14][15][16] investigated the structural performance of a light-steel-beam-column connection.…”

Section: Introductionmentioning

confidence: 99%

“…Buildings 2023, 13,1623 2 of 23 connection. The evaluation was carried out on cruciform specimens of square hollow section (SHS) columns and cold-formed tubular steel roof trusses connected with a patented U-connector for truss K-joints.…”

Section: Introductionmentioning

confidence: 99%

Performance of Novel U-Connector in CFS Truss-to-Column Bolted Connection under Axial Force

et al. 2023

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This paper presents an experimental and numerical investigation of the tensile and compressive behaviour of a novel U-connector in the cold-formed steel (CFS) truss-to-column connection. Tensile tests were performed on 12 specimens representing the tension chords of the trusses in the connection. The results were used to validate a finite element model. The validated model was then subjected to both compressive and tensile loads, which revealed low stiffness in both the compressive and tensile components of the proposed connection. An optimisation of the geometry by using one long nut instead of two nuts was carried out to improve the behaviour and stiffness of the connection. The optimised results were compared with both experimental and numerical data, and conclusions were drawn regarding the effectiveness of the components in the proposed connection. The use of long-nut optimisation in the tension and compression components of the proposed connection shows a significant increase in load-bearing capacity, which makes it very promising for future applications in CFS truss-to-column connections. However, further validation through experimental testing is required to confirm the effectiveness and reliability of the connection in full-scale structures.

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Numerical modeling on thin-walled cold-formed steel clip angles subjected to pull-out failures

Cited by 17 publications

References 12 publications

Numerical Models of the Connection of Thin-Walled Z-Profile Roof Purlins

Numerical Models of the Connection of Thin-Walled Z-Profile Roof Purlins

Experimental investigation of the service shear strength of the welded clip‐angle connector in a CFS beam‐to‐column connection

Performance of Novel U-Connector in CFS Truss-to-Column Bolted Connection under Axial Force

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