Catenary action in steel-framed buildings

Byfield, M.P.; Paramasivam, Sakthivel

doi:10.1680/stbu.2007.160.5.247

Cited by 43 publications

(20 citation statements)

References 5 publications

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“…Recent calculations of the factors of safety (Byfield and Paramasivam, 2007) illustrate that the codified procedure provides only a lower bound estimate of the tying force required to arrest the downwards movement of a damaged bay of the building as it ignores the dynamic amplification due to the additional force needed to absorb the kinetic energy. In addition, the inadequacy of rotational capacities of industry-standard connections to redistribute loads through catenary action in steelframed buildings has been highlighted (Byfield, 2004).…”

Section: Member Tyingmentioning

confidence: 99%

“…The connection axial load capacity is commonly obtained from direct tension tests (Owens and Moore, 1992), which do not include connection rotation and subsequent prying action, meaning that the predicted axial capacity may be significantly greater than in reality. This problem has been the subject of recent investigations (Byfield and Paramasivam, 2007) where results indicate that many simple connections possess insufficient ductility to accommodate the large rotations that occur during catenary action. For these scenarios a single rotational hinge, or yield element, which does not take account of axial loads is usually deemed unsuitable.…”

Section: The Modelling Of Connections During Progressive Collapse Anamentioning

confidence: 99%

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A review of progressive collapse research and regulations

Byfield

Mudalige

Morison³

et al. 2014

Proceedings of the Institution of Civil Engineers - Structures

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History has demonstrated that buildings designed to conventional design codes can lack the robustness necessary to withstand localised damage, partial or even complete collapse. This variable performance has led governmental organisations to seek ways of ensuring all buildings of significant size possess a minimum level of robustness. The research community has responded by advancing understanding of how structures behave when subjected to localised damage. Regulations and design recommendations have been developed to help ensure more consistent resilience in all framed buildings of significant size, and rigorous design approaches have been specified for buildings deemed potentially vulnerable to extreme loading events. This paper summarises some of the more important progressive collapse events, to identify key attributes that lead to vulnerability to collapse. Current procedures and guidelines for ensuring a minimum level of performance are reviewed and modelling methods for structures subjected to localised damage are described. These include increasingly sophisticated progressive collapse analysis procedures, including linear static and non-linear static analysis, as well as non-linear static pushover and linear dynamic methods. Finally, fully non-linear dynamic methods are considered. Building connections potentially represent the most vulnerable structural elements in steel-framed buildings; their failure can lead to progressive collapses. Steel connections also present difficulties with respect to frame modelling and this paper highlights benefits and drawbacks of some modelling procedures with respect to their treatment of connections.

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Section: Member Tyingmentioning

confidence: 99%

Section: The Modelling Of Connections During Progressive Collapse Anamentioning

confidence: 99%

A review of progressive collapse research and regulations

Byfield

Mudalige

Morison³

et al. 2014

Proceedings of the Institution of Civil Engineers - Structures

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show abstract

“…However, since TFM does not consider the dynamic amplification of tying force, this approach is unable to prevent the progressive collapse in steel frame buildings if low ductility connections are used [12], thus limiting the development of full catenary action.…”

Section: Introductionmentioning

confidence: 99%

Nonlinear Performance of Extended Stiffened End Plate Bolted Beam-to-column Joints Subjected to Column Removal

Tartaglia¹,

D’Aniello²

2017

TOCIEJ

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This paper presents a numerical study on the behavior of extended stiffened end plate bolted beam-to-column joints subjected to sudden column removal. To this aim, finite element analyses, validated against experimental tests available from literature, were carried out to investigate the response of the joints under catenary action. The influence of additional bolt rows, generally ineffective in case of design for pure bending response, was also examined and some practical design implications have been drawn up from the parametric study.

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“…By general consensus however, its suitability as a measure of resistance to progressive collapse is somewhat doubtful [5]. Relevant studies [6][7][8][9][10] have demonstrated that tying alone does not account for all the mechanisms likely to be necessary to arrest collapse, while the connection deformations required in order to develop catenary action -i.e. the load carrying mechanism associated with tying -are often considerably greater than the available deformation capacities.…”

Section: Introductionmentioning

confidence: 99%

Modelling of beam response for progressive collapse analysis

et al. 2015

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A fundamental aspect of the progressive collapse behaviour of building structures is the response of axially restrained beams following partial or total loss of the loadbearing capacity of a supporting member. Owing to the various complex effects involved such as material and geometric nonlinearity, advanced numerical approaches tend to be the most effective tools for modelling performance. Such approaches, however, lack the simplicity needed for common use and may provide only limited capability for understanding structural behaviour. For such purposes, more limited analysis approaches that can address adequately the basic features of performance are likely to be more productive. One such method for modelling the response of axially restrained steel and composite beams following column loss is presented in this paper. The method involves explicit modelling of the connection behaviour and employs conventional structural analysis principles to describe beam performance using accessible spreadsheet calculations. Following careful verification against detailed numerical analyses and validation against available experimental results, the proposed method is deemed capable of modelling the various complex features of response with excellent accuracy. Therefore, it may form a promising advance in studying and understanding the basic mechanics of the problem.

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Catenary action in steel-framed buildings

Cited by 43 publications

References 5 publications

A review of progressive collapse research and regulations

A review of progressive collapse research and regulations

Nonlinear Performance of Extended Stiffened End Plate Bolted Beam-to-column Joints Subjected to Column Removal

Modelling of beam response for progressive collapse analysis

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