Short-to-intermediate slender pin-ended cold-formed steel equal-leg angle columns: Experimental investigation, numerical simulations and DSM design

Landesmann, Alexandre; Camotim, Dinar; Dinis, Pedro Borges; Cruz, Renato

doi:10.1016/j.engstruct.2016.11.034

Cited by 57 publications

(53 citation statements)

References 17 publications

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“…It is still worth noting that the expressions providing parameters a, b, c and d (Eqs. (5) and (8)) were obtained through "trial-and-error curve-fitting procedures" based on the F and PC column numerical failure load data reported in [10], [13] and have been very recently simplified for codification purposes [14]. Moreover, fairly recent numerical investigations ( [15], [16]) showed that the above DSM design approach, originally developed for F and PC cold-formed steel columns (slender legs and residual stress effects offset by the corner strength enhancement), can be readily applied to HRS columns (slender legs and relevant residual stress effects) with the same end support…”

Section: Numerical Loadsmentioning

confidence: 99%

“…For instance, they are based on local buckling concepts (although local buckling never occurs in short-to-intermediate angle columns), and the length dependence of the column postbuckling and failure behaviour is never explicitly taken into account. This situation led Dinis and Camotim [10] to propose a much more rational DSM-based design approach for F and PC columns with slender legs (b/t > 20), which was subsequently slightly modified/simplified [13], and, finally, expressed in a form ready for codification [14]. It was found that i) the length-dependent interaction between major-axis flexural-torsional and minor-axis flexural buckling (two global instabilities) heavily influences the column strength, and ii) the effective centroid shift effects (causing additional minor-axis flexure) significantly affect the PC column failure loads (not the F ones).…”

Section: Dsm Design Considerationsmentioning

confidence: 99%

“…Indeed, the prediction quality of the available experimental and numerical failure loads allows the use of the load and resistance factor design (LRFD) resistance factor φ c = 0.85, recommended for compression member design in the current North American Specification for cold-formed steel structural elements [12]. The design approach originally proposed was subsequently slightly improved by Landesmann et al [13] and has recently been expressed in a form ready for codification by Dinis and Camotim [14].Recently, Dinis et al [15] and Dinis and Camotim [16] extended the above research to hot-rolled steel (HRS) F and PC columns, which differ from their cold-formed counterparts in the fact that they i) exhibit stockier legs…”

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confidence: 99%

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Design of simply supported hot‐rolled steelshort‐to‐intermediate angle columns

2019

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Selected, extended paper from the SDSS 2019 special session ECCS/TC8 – Structural Stability This work reports on the results of an ongoing investigation of the direct strength method (DSM) design of hot‐rolled steel equal‐leg angle columns with pinned (spherically hinged) supports and short‐to‐intermediate lengths, i.e. buckling in flexural‐torsional modes. It extends the scope of similar studies involving cold‐formed steel angle columns with the same characteristics (but higher leg width‐to‐thickness ratios). After collecting the experimental and numerical failure loads available in the literature concerning columns with several geometries, the paper addresses the mechanical reasoning behind a DSM‐based design approach proposed in the context of fixed‐end and cylindrically hinged cold‐formed and hot‐rolled steel short‐to‐intermediate angle columns, which must be modified to handle spherically hinged supports. After that, the failure loads gathered are used to assess the quality of their estimates using this design approach, namely, by determining LRFD resistance factors. It is shown that this approach can be successfully applied to predict hot‐rolled steel simply supported angle column failure loads, leading to LRFD resistance factors above 0.90.

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Section: Numerical Loadsmentioning

confidence: 99%

Section: Dsm Design Considerationsmentioning

confidence: 99%

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Design of simply supported hot‐rolled steelshort‐to‐intermediate angle columns

2019

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“…3(a). The displacement measurements were used to acquire the cross-section rotation (0) and the major axis (dm) and minor axis (dM) displacements associated with flexural phenomenon following the procedure proposed by Landesmann et al [7]. The obtained geometrical imperfections are summarised in Table 2 and the initial deformed shape of the prototypes is illustrated in Fig.…”

Section: Initial Geometrical Imperfectionsmentioning

confidence: 99%

Behaviour of Austenitic Stainless Steel Angles Under Centered Compression

et al. 2019

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This paper presents an experimental and numerical analysis of 304 austenitic stainless steel hot‐rolled equal leg angles with fixed end supports. The experimental programme consisted of material characterisation under tension and compression tests, initial geometrical imperfections measurements and full‐scale tests to obtain ultimate loads and associated failure modes . Besides the experimental programme, a finite element numerical model was also developed to expand the studied sections and lengths through a parametric study to verify the accuracy of Eurocode 3 – Part 1.4 buckling curve.

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“…Both the latter studies compare the results with the American and Australian/New Zealand design standards. Landesmann et al (2017) also do not incorporate bolted connections into the experimental investigation of cold-formed equal-leg angle sections. However, their study should be highlighted, since several investigations are implemented.…”

Section: Introductionmentioning

confidence: 99%

Experimental and Numerical Study on Single-Bolted Cold-Formed Angles under Tension and Compression

Fasoulakis

Raftoyiannis

Avraam

2017

Front. Built Environ.

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Angle sections are commonly designed to bear only axial force, usually neglecting the additional bending moments resulting from the eccentric connection and the shift of the effective centroid. The current work deals with the capacity of single-bolted equal angle sections made from cold-formed steel. The experimental investigation presented herein includes tension and compression tests that subsequently are compared with the corresponding code provisions. Numerical analyses are also presented based on a detailed finite element simulation. Finally, a reliability analysis is implemented in order to demonstrate the reliability of the design rules for cold-formed steel angle columns. Results indicate a small discrepancy on the strength prediction in general by EN 1993-1-3, as well as by the AISI for slender columns and a more conservative one by EN 1993-1-1. A comparison of the above results is clearly illustrated herein in graphical forms.

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Short-to-intermediate slender pin-ended cold-formed steel equal-leg angle columns: Experimental investigation, numerical simulations and DSM design

Cited by 57 publications

References 17 publications

Design of simply supported hot‐rolled steelshort‐to‐intermediate angle columns

Design of simply supported hot‐rolled steelshort‐to‐intermediate angle columns

Behaviour of Austenitic Stainless Steel Angles Under Centered Compression

Experimental and Numerical Study on Single-Bolted Cold-Formed Angles under Tension and Compression

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