International Journal of High-Rise Buildings (국제초고층학회논문집)

Council on Tall Building and Urban Habitat Korea (한국초고층도시건축학회)
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Progressive Collapse of Steel High-Rise Buildings Exposed to Fire: Current State of Research

  • Jiang, Jian (College of Civil Engineering, Tongji University) ;
  • Li, Guo-Qiang (College of Civil Engineering, Tongji University)
  • Published : 2018.12.01
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Abstract

This paper presents a review on progressive collapse mechanism of steel framed buildings exposed to fire. The influence of load ratios, strength of structural members (beam, column, slab, connection), fire scenarios, bracing systems, fire protections on the collapse mode and collapse time of structures is comprehensively reviewed. It is found that the key influencing factors include load ratio, fire scenario, bracing layout and fire protection. The application of strong beams, high load ratios, multi-compartment fires will lead to global downward collapse which is undesirable. The catenary action in beams and tensile membrane action in slabs contribute to the enhancement of structural collapse resistance, leading to a ductile collapse mechanism. It is recommended to increase the reinforcement ratio in the sagging and hogging region of slabs to not only enhance the tensile membrane action in the slab, but to prevent the failure of beam-to-column connections. It is also found that a frame may collapse in the cooling phase of compartment fires or under travelling fires. This is because that the steel members may experience maximum temperatures and maximum displacements under these two fire scenarios. An edge bay fire is more prone to induce the collapse of structures than a central bay fire. The progressive collapse of buildings can be effectively prevented by using bracing systems and fire protections. A combination of horizontal and vertical bracing systems as well as increasing the strength and stiffness of bracing members is recommended to enhance the collapse resistance. A protected frame dose not collapse immediately after the local failure but experiences a relatively long withstanding period of at least 60 mins. It is suggested to use three-dimensional models for accurate predictions of whether, when and how a structure collapses under various fire scenarios.

Keywords

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Figure 1. Potential location of column removal in a framed structure (GSA, 2003).

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Figure 2. Tie forces in a framed structure (DoD, 2010).

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Figure 3. Tensile membrane action of reinforced concrete slabs: (a) with horizontal restraints; (b) without horizontal restraints (Jiang et al., 2018).

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Figure 4. Collapse mechanism of tall buildings subject to multi-floor fire (Lange et al. 2012): (a) weak floor failure mechanism; (b) strong floor failure mechanism.

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Figure 5. Progressive collapse of a frame with failure of connections (Sun et al., 2015).

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Figure 6. Comparison of temperature-time curves of ISO standard fire and natural fires. (Richard Liew et al., 1998).

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Figure 7. Illustration of a travelling fire: (a) Definition of the near field and far field; (b) distribution of gas temperature. (Rackauskaite et al., 2015).

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Figure 8. Schematic of practical layout of bracing system in a framed structure.

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Figure 9. Collapse mode I - general collapse with combined lateral drift of the frame and buckling of columns: (a) fire at midspan; (b) fire at edge.

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Figure 10. Collapse mode II - lateral drift collapse: (a) frame with weak beams; (b) frame with high load ratio; (c) frame with hat bracing.

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Figure 11. Collapse mode III - global downward collapse: (a) frame with strong beams or high load ratio; (b) frame with vertical bracing; (c) frame with combined hat and vertical bracing.

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