Numerical Modelling of Thin-walled Purlins Connection to the Supporting Structure

Pařenica, Přemysl; Rosmanit, Miroslav; Flodr, Jakub

doi:10.1016/j.proeng.2017.05.325

Cited by 8 publications

(8 citation statements)

References 8 publications

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“…The presented work is focused on numerical modelling of the behaviour of high thin-walled purlins with a height of 300 mm at the point of connection to the supporting structure in two variants, without a cleat and with a cleat. The details of the placement of thin-walled purlins was first experimentally investigated [15] and, subsequently, various types of numerical models were prepared. The variants included different approaches to modelling the purlins themselves, but also different approaches to modelling the joints, and, finally, different material models were included.…”

Section: Of 14mentioning

confidence: 99%

“…The subject of the numerical study is the experimental program detailed in an earlier paper [15]. There was a special test set that imitated the gravitational load of other parts of the roof.…”

Section: Experimental Programmentioning

confidence: 99%

“…A 5% quantile was determined from the results. A yield strength of 440 MPa was obtained for all models based on material analysis [15].…”

Section: Materials Modelsmentioning

confidence: 99%

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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: Of 14mentioning

confidence: 99%

Section: Experimental Programmentioning

confidence: 99%

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

et al. 2021

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“…For larger spans, in the order of 8 m and more, higher beams with heights of 300 to 350 mm are used. These structures are usually designed according to design norms, which are most often derived based on experimental measurements [15]. However, this procedure is relatively expensive, and the results can only be used for a specific type of joint and a simplified arrangement of loads and geometry of the structure.…”

Section: Introductionmentioning

confidence: 99%

Physical Tests of Alternative Connections of Different High Roof Purlins Regarding Upward Loading

et al. 2021

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Thin-walled cold-rolled sections are used in the construction industry, especially in the roofing of large-span halls. The load-bearing capacity of a thin-walled structure depends to a large extent on the load-bearing capacity of the details at the point of attachment to the structure and the interconnection of the individual thin-walled elements. Therefore, in the case of thin-walled structures, it is necessary to use additional structural elements such as local reinforcement, stabilising elements, supports, and other structural measures such as the doubling of profiles. This paper focused on the behaviour of tall Z300 and Z350 mm thin-walled trusses at the connection to the superstructure regarding upward loading (e.g., wind suction and so on). Two section thicknesses, 1.89 mm and 2.85 mm, were experimentally analysed. Furthermore, two types of connections were prepared, more precisely without and with a reinforced buckle. The experiments aimed to investigate the behaviour and load-carrying capacity of the detail of the roof truss connections to the supporting structure. The resulting load capacity values were compared with normative approaches. Analyses of the details of the bolt in the connection are also presented. The paper presents a practical evaluation of the physical test on real structural members.

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“…The advantage of thin-walled cold-formed steel profiles used as a carrying member in building structures is their low weight, which results to both material savings and simple assembly. The design disadvantages because of their large slenderness, which influence the local and global stability [1]. The finite element modelling and optimisation techniques have improved strength to weight ratio by increasing the section's strength through the use of stiff eners in the section webs [2].The experimental investigation of the behaviour of cold formed steel (CFS) roof trusses does not off er a prior knowledge about either which member will fail first or the capacity of the whole truss.…”

Section: Introductionmentioning

confidence: 99%

Experimental Analysis of Cold Formed Steel Purlin and Comparison of C and Z Section Using Ansys

S¹,

Sathya²

2020

IRJASH

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Nowadays the application of cold form steel elements in construction is becoming very popular in roof construction, due to advantages like Fast construction, high strength to weight ratio, dimensional stability. It is vulnerable to different types of buckling, crippling, tensional failure and also leads to fire resistance. The purlin members are thin walled cross section subjected to roof loading either in upward or downward direction. The Z purlin is the most commonly used cold formed steel section for roofing system because of lapping ability, continuity, thickness of the material at support region leads to greater performance and results in economical design. The experimental investigation of the behaviour of cold formed steel roof trusses does not over a prior knowledge about either the member will fail first or the capacity of the whole truss. The aim is to investigate the overall behaviour of CFS roof truss member using finite element analysis and to predict the failure location in the truss assembly and its cause by calculating the demand to capacity ratio. Initially, industrial building is created in STAAD on basis of IS codes for selection of sections. The C and Z are the most commonly used section in the field for purlin based on the economical property. The numerical investigation of the member i.e., the non-linear analysis of element by Ansys.

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Numerical Modelling of Thin-walled Purlins Connection to the Supporting Structure

Cited by 8 publications

References 8 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

Physical Tests of Alternative Connections of Different High Roof Purlins Regarding Upward Loading

Experimental Analysis of Cold Formed Steel Purlin and Comparison of C and Z Section Using Ansys

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