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Numerical Study on Reserve Fire Resistance of Continuous Steel Columns in Buildings

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Abstract

A simple design method typically applies a Fire Resistance Rating (FRR) to structural components in isolation based on their performance in the fire test. This approach naturally assumes that the interaction between these components does not degrade their fire performance. To assess the reliability of this assumption, this paper numerically investigated the fire performance of continuous steel columns, incorporating the effects coming from connected steel beams and composite slabs. A 3-step numerical validation, using ABAQUS and following a recommended general simulation process, confirmed the numerical model's accuracy for this research through agreement with experimental tests. The simulation results founded that the well-designed interior column subassemblage, T4-90, failed to reach the designed FRR. This is due to compression coming from the continuous bending beam through the beam bottom flange, significantly weakening the column performance. Rib stiffeners between column flanges are proposed to enhance resistance to contact forces from beam flanges during severe fires. However, the simulation found that the steel columns with rib stiffeners might fail immediately after reaching the FRR. Thus, this research introduced the concept of 'reserve fire resistance' (authentic fire resistance to FRR) to evaluate structural steel elements' resilience to fires exceeding the specified FRR, aligning with the concept of reserve capacity of structural resilience to earthquakes. Based on this concept, new limiting temperature design equations were proposed and validated for steel columns derived from their performance, which yielded an average reserve fire resistance of 1.30 herein.

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Abbreviations

\({A}_{i}\) :

Steel deck area

\({a}_{i}\) :

Rebar area

\({f}_{c}\) :

Compressive strength of concrete

\({f}_{y}\) :

Yield strength of reinforced bar

\({d}_{r}\) :

Bar diameter

\({D}_{s}\) :

Slab depth

\({D}_{p}\) :

Height of steel decking

\({f}_{y}\) :

Yield strength of structural steel

\({f}_{u}\) :

Ultimate strength of structural steel

\({L}_{e}\) :

Column effective length

\({M}_{b,f}\) :

Member moment capacity in fire

\({M}_{b,f}^{*}\) :

Imposed moment in fire

\({\mathrm{N}}_{\mathrm{c},\mathrm{f}}\) :

Member compression capacity

\({\mathrm{N}}_{\mathrm{col},\mathrm{f}}^{*}\) :

Designed compressive load

\({N}_{c,rib}\) :

The member compression capacity of reinforcing rib

\({T}_{c}\) :

Steel column temperature at mid-span

\({T}_{b}\) :

Steel beam temperature at mid-span

\({T}_{lim,Des}\) :

The column limit temperature in design

\({T}_{lim,FEA}\) :

The column limit temperature in numerical simulation

\({\Upsilon }_{f}\) :

The rati o of design load to loading capacity

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Authors and Affiliations

  1. Department of Civil and Environmental Engineering, The University of Auckland, Auckland, New Zealand

    Fan-Qin Meng & G Charles Clifton

  2. Faculty of Engineering, University of Canterbury, Christchurch, New Zealand

    Anthony Abu

  3. School of Engineering, University of Waikato, Hamilton, New Zealand

    James Lim

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  1. Fan-Qin Meng
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  2. G Charles Clifton
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Correspondence to Fan-Qin Meng.

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Meng, FQ., Clifton, G.C., Abu, A. et al. Numerical Study on Reserve Fire Resistance of Continuous Steel Columns in Buildings. Fire Technol (2023). https://doi.org/10.1007/s10694-023-01510-8

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