Characterisation of material and connection behaviour in sheathed cold-formed steel wall systems – Part 1: Experimentation and data compilation

Kyprianou, Constantinos; Kyvelou, Pinelopi; Gardner, Leroy; Nethercot, D.A.

doi:10.1016/j.istruc.2020.12.056

Cited by 14 publications

(9 citation statements)

References 30 publications

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“…The types of connector used for securing the sheathing panels to the steel studs were screws of 3.5 mm diameter for the plasterboard and 4.8 mm diameter for the OSB. Illustrations of the two screws are provided in Figure 11 (a) and (b) respectively, while further details on the properties of these screws and on their behaviour in shear and pull-through can be found in [11]. The connection between the flanges of the track and stud at both column ends were implemented using screws of 4.8 mm diameter -see Figure 11 (c).…”

Section: Screw Types and Arrangementsmentioning

confidence: 99%

“…Material tests for both types of board were carried out in both compression and tension, as well as longitudinally and transversely to their direction of production. A detailed description of these tests is provided in [11] while a summary of the key material properties is provided in Table 2, where E is the elastic modulus, fu is the maximum strength, εu is the corresponding strain and εu,0.8 (only for compression) is the strain at 80% of fu, post fu.…”

Section: Sheathing Materialsmentioning

confidence: 99%

“…Figure11 Types of connector used: (a) 3.5 mm diameter screw for plasterboard to steel (b) 4.8 mm diameter screw for OSB-to-steel (c) 4.8 mm diameter screw for steel-to-steel and (d) 6 mm diameter anchor bolt…”

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confidence: 99%

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Experiments on sheathed cold‐formed steel beam‐columns

et al. 2021

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An experimental study on sheathed cold‐formed steel C‐lipped columns (studs) with service holes in the web subjected to compression and major axis bending is presented in this paper. A total of 17 experiments was performed with both oriented strand board (OSB) and plasterboard used as the sheathing material and with varying connector spacing employed between the sheathing and the steel members. Material tests and geometric imperfection measurements were also undertaken. The tested specimens comprised a single 2.4 m long cold‐formed steel member sheathed on both sides and secured at its ends to top and bottom tracks. Eight pure compression tests with plasterboard and OSB sheathing and with the spacing of the connectors varying between 75 mm and 600 mm were initially performed. Specimens with OSB were then tested under pure bending and also under combined loading, by first applying a compressive load corresponding to the 75%, 50% or 25% of the predetermined axial resistance and then laterally loaded until failure. Reducing the spacing of the connectors from 600 mm to 75 mm resulted in up to 20% and 30% increases in capacity for the studs sheathed with OSB and plasterboard respectively.

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Section: Screw Types and Arrangementsmentioning

confidence: 99%

Section: Sheathing Materialsmentioning

confidence: 99%

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Experiments on sheathed cold‐formed steel beam‐columns

et al. 2021

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“…of the employed fasteners in pull-through and shear has been conducted. An extended examination of relevant experimental data reported in the literature has been undertaken while any gaps within the range of parameters covered by the assembled data have been identified and filled 21 .…”

Section: Physical Small-scale Testsmentioning

confidence: 99%

“…The governing failure modes were screw tilting and screw bending, with the latter mode being more prominent in specimens with stronger and thicker boards. More details regarding the conducted tests and the obtained results have been provided by Kyprianou et al 21…”

Section: Interaction Between Componentsmentioning

confidence: 99%

The Evolving Basis for the Design of Light Gauge Steel Systems

Kyvelou

Nethercot

Hadjipantelis

et al. 2020

Int. J. Str. Stab. Dyn.

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The importance of allowing for the many different types of structural interaction that have an effect on the performance of light gauge members when used in practical situations is emphasized. A distinction is drawn between internal interactions involving the various plate elements of the steel profiles and external interactions involving the other components in the system. Although full-scale testing of representative systems can capture this behavior, the costs involved make this an impractical general basis for design; codified methods generally consider only isolated plates within members and isolated members within systems, thereby neglecting the potentially beneficial effects of both forms of interaction. Properly used, modern methods of numerical analysis offer the potential to systematically allow for both forms of interaction — provided the numerical models used have been adequately validated against suitable tests. The use of such an approach is explained and illustrated for three commonly used structural systems: roof purlins, floor beams, and columns in stud walls. In each case, it is shown that, provided sufficient care is taken, the numerical approach can yield accurate predictions of the observed test behavior. The subsequently generated large portfolio of numerical results can then provide clear insights into the exact nature of the various interactions and, thus, form the basis for more realistic design approaches that are both more accurate in their predictions and which lead to more economic designs. Building on this, modifying existing arrangements so as to yield superior performance through specific modifications is now possible. Two such examples, one in which improved interconnection between the components in a system is investigated and a second in which prestressing is shown to provide substantial enhancement for relatively small and simple changes, are presented.

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Experimental characterisation of connection behaviour for cold‐formed steel panels sheathed with calcium silicate boards

Ringas,

Huang

2023

ce papers

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Construction trends aim towards the use of modular cold‐formed steel (CFS) wall panels, comprising of CFS studs and sheathing. Their capacity is influenced by different components employed, with the fastener connection between the sheathing board and the frame being the most critical. Furthermore, as repeated loading scenarios are expected to occur within the life cycle of a structure, it is important to address the uncertainty surrounding the connection behaviour under cyclic loading. A series of push‐out tests were carried out for cold‐formed steel sections sheathed with Calcium Silicate Board, using monotonic and cyclic loading protocols. The cyclic protocol employed focuses on the serviceability limit state with a repeated load‐unload step applied for 10 cycles. Two assembly arrangements, namely back‐to‐back and single stud arrangements were employed. Push‐out test results are presented and discussed herein. Recommendations for the test procedure and design of connection in sheathed cold‐formed steel shear walls are proposed.

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Characterisation of material and connection behaviour in sheathed cold-formed steel wall systems – Part 1: Experimentation and data compilation

Cited by 14 publications

References 30 publications

Experiments on sheathed cold‐formed steel beam‐columns

Experiments on sheathed cold‐formed steel beam‐columns

The Evolving Basis for the Design of Light Gauge Steel Systems

Experimental characterisation of connection behaviour for cold‐formed steel panels sheathed with calcium silicate boards

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