The effect of axial restraint on the fire resistance of steel columns

Ali, Faris; Shepherd, Paul; Randall, M.J.; Simms, Ian; O’Connor, David; Burgess, Ian

doi:10.1016/s0143-974x(98)80036-9

Cited by 69 publications

(43 citation statements)

References 5 publications

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“…The second aspect, covered neither in the two research works mentioned previously nor in the recent experimental work by Ali et al [6], is linked to the fact that the failure of an individual column does not necessarily lead to the failure of the structure. It is in fact possible that, after this failure of the column has occured, the part of the load which cannot be supported by the buckling column is redistributed to other elements and the structure moves to another position of equilibrium.…”

Section: Fig 3 Simple Model Of a Restrained Columnmentioning

confidence: 96%

Failure temperature of a system comprising a restrained column submitted to fire

Franssen

2000

Fire Safety Journal

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The problem of columns submitted to fire is discussed in the introduction with an emphasis on the differences between the case of a column acting as a single element or being part of a frame. In the latter case, failure of the column does not necessarily lead to the failure of the structure. The basic principles of the arc-length technique are given, first for the way it is applied traditionally at room temperature, then for the way it can be applied to extend a numerical simulation beyond the moment of local failures in case of fire. The technique is then applied to the case of restrained columns and it is shown how it is possible to obtain a safe estimate of the critical temperature of the column leading to the failure of the structure, even if the degree of restraint applied to the column is unknown.

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Section: Fig 3 Simple Model Of a Restrained Columnmentioning

confidence: 96%

Failure temperature of a system comprising a restrained column submitted to fire

Franssen

2000

Fire Safety Journal

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“…Boundary conditions of varying degrees of complexity have been employed for modelling the thermal constraints provided to beams and columns during a fire (Ali et al 1998;Yin and Wang 2004;Huang et al 2006;Valente and Neves 1999;Yu 2006;Dwaikat and Kodur 2010;Sarraj et al 2007;Hu and Engelhardt 2010;Da Silva et al 2005;Kodur and Dwaikat 2009;Keller and Pessiki 2012). Figure 1 provides a depiction of some of the various boundary condition configurations that have been implemented in previous studies for evaluating the response of steel members and connection under fire.…”

Section: Specified Boundary Conditionsmentioning

confidence: 99%

Challenges and alternative approaches for simulating the response of steel structures exposed to fire

Mahmoud¹,

Ellingwood²,

Memari³

2015

Proceedings of the Second International Conference on Performance-Based and Life-Cycle Structural Engineering (PLSE 2015)

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Although structurally significant building fires are rare events, their occurrence can cause substantial damage and may lead to partial or complete system collapse. While fireproofing has proven to be effective in mitigating the effect of severe fires, it is rated for only a certain time and will eventually fail to provide adequate protection during a large or extended fire event. Furthermore, fireproofing typically is rated using a standard fire exposure, such as ISO 834 or ASTM E119, neither of which represent realistic fire exposures in an actual building. With the worldwide move toward performance-based fire protection engineering, understanding and quantifying system behavior through advanced numerical simulations, especially during the heating and cooling phases of realistic fire exposures, is essential for establishing proper performance-based provisions for fire engineering that ensure both safe and economical design. This paper highlights current challenges in simulating the effect of fire on steel components and frames, including proper representation of loading and boundary conditions, geometrical nonlinearities, material inelasticity, and numerical instabilities. The structural models considered include 2-D line elements, 3-D continuum elements, and multi-resolution models. In addition, the advantages and drawbacks of these models are highlighted and the implication of their features is discussed. The highlighted modeling approaches and the corresponding results shown can be used by engineers for selecting the most economical and effective techniques for simulating the response of components and structural systems to scenario fire hazards accurately. KEY WORDSFire, finite element analysis, steel structural buildings, reduced beam section connections.

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“…Xu xiaoling [2] had studied on the failure probability and response time when a steel component was cooled by spray water. Gardner and Bailey C.G et al [3][4][5][7][8][9][10][11][12][13][14][15][16] had analyzed the deformation and reaction force for structural steel in local fire, the plastic deformation could not be restored during heating up, the internal forces will be redistributed between all components after it yielded, the residual stress was much larger. But the above researches did not discuss on the mechanics and deformation during rapid cooling by spray water.…”

Section: Introductionmentioning

confidence: 99%

The Influence of Heating-up and Rapid Cooling on an Axially Restrained Steel Column in Fire

Xia¹,

Xu²

2017

Proceedings of the 2016 International Conference on Architectural Engineering and Civil Engineering

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Abstract-Heating-up and rapid cooling by spray water had a large impact on the mechanics and deformation behavior for an axially restrained steel column. During heating, the axial force of the restrained steel columns increased in linearly. During rapid cooling, its axial force rapidly decreased until zero, and then it increased until the peak, and the max axial force was about 16% larger than that produced at heating, and its max bending moment was about 20% lager than that produced at heating. Axially restrained stiffness had a negative affection for its bearing capacity. When the axial stiffness ratio was less than 0.05, the buckling and failure temperature was relatively close, but when it was more than 0.05, there was a significant difference between them. Rotationally restrained stiffness played a beneficial role in its stable bearing capacity in fire. When its rotational stiffness ratio was less than 0.4, the rotational restrained stiffness had a large beneficial effect on its stability, but when the rotational stiffness ratio was more than 0.4, this beneficial effect was relatively small.

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The effect of axial restraint on the fire resistance of steel columns

Cited by 69 publications

References 5 publications

Failure temperature of a system comprising a restrained column submitted to fire

Failure temperature of a system comprising a restrained column submitted to fire

Challenges and alternative approaches for simulating the response of steel structures exposed to fire

The Influence of Heating-up and Rapid Cooling on an Axially Restrained Steel Column in Fire

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