Fire safety engineering principles applied to a multi-storey steel building

Possidente, Luca; Weiss, Alessandro; Silva, Donatella de; Pustorino, S.; Nigro, Emidio; Tondini, Nicola

doi:10.1680/jstbu.20.00110

Cited by 19 publications

(8 citation statements)

References 9 publications

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“…And what's more, fire behaviour of multi‐storey buildings typically assumes good compartmentalization between floors; this also applies to steel frames designed in highly seismic regions. [ 46 ] To minimise the potential spread of fire among the floors which may cause severe damage and be critical to structural stability, at the very least, the fire compartmentalization of a building equipped with DRBeS should be carefully analysed because of the cut through the slab.…”

Section: Discussionmentioning

confidence: 99%

Hybrid simulation of a partial‐strength steel–concrete composite moment‐resisting frame endowed with hysteretic replaceable beam splices

Andreotti

Giuliani

Tondini

et al. 2022

Earthq Engng Struct Dyn

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The seismic risk assessment of industrial facilities mainly relies on historical data and analysis and design of uncoupled secondary components. Accordingly, the dynamic interaction between primary structures and process equipment is overlooked. The SPIF project -Seismic Performance of Multi-Component Systems in Special Risk Industrial Facilities-was carried out to respond to this gap, within the European H2020 SERA framework. Its objective regarded the investigation of the seismic behaviour of an archetype industrial multi-storey steel moment resisting frame (MRF) structure equipped with non-structural components (NSCs) by means of shaking table tests. The goal of the proposed study was to extend the interaction analysis between a primary multi-storey braced frame (BF) steel structure and NSCs in a performance-based earthquake engineering (PBEE) perspective. Along this vein, to excite the vibration periods of the NSCs and thus, enhance possible coupling with the primary structure, a synthetic site-based ground motion model (GMM) was employed. More precisely, the proposed research intended: i) to severely excite the process equipment and supplement the scarcity of real records with a specific frequency content by means of a stochastic GMM; ii) to quantify seismic-induced force and displacement demands of secondary components and their effects on the primary BF structure. The evaluation of the experimental data clearly shows buckling in the bracing system of the BF configuration and a strong interaction between vertical tanks and floor crossbeams of the BF. At the very least, the favourable performance of the archetype BF under strong seismic records is demonstrated.

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Section: Discussionmentioning

confidence: 99%

Hybrid simulation of a partial‐strength steel–concrete composite moment‐resisting frame endowed with hysteretic replaceable beam splices

Andreotti

Giuliani

Tondini

et al. 2022

Earthq Engng Struct Dyn

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“…A reasonable mesh size is the premise to ensure the reliability of the simulation results, so mesh independence analysis is needed [36][37][38]. According to the calculation, the mesh size should be selected in the range of 0.0889 to 0.3556.…”

Section: Numerical Simulationmentioning

confidence: 99%

Study on the Protection Effect of Sprinklers on Glass by Fire Scale in Building Fires

Gui

Wang²,

Jiang³

et al. 2022

Fire

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Window sprinklers are commonly used to protect glass, but there is a lack of research on the effect of fire scale on protection. In this study, full-scale experiments on sprinkler-protected glass in building fires were carried out. The experimental process was simulated using CFD numerical simulation software (FDS), and the effect of the heat release rate on the protection effect was revealed based on the glass surface temperature and heat insulation efficiency. It was found that in a full-size compartment fire, the window sprinkler was able to protect the glass from being damaged by high-temperature smoke. The numerical simulation could effectively simulate the spray distribution pattern of a window sprinkler as well as the gas temperature evolution, and the simulation results matched well with the full-size experiments. The window surface temperatures all decreased rapidly and increased linearly with the HRR after the window sprinkler was activated. The steady-state window center temperatures were 40 °C, 60 °C and 76 °C when the HRR was 2 MW, 4 MW and 6 MW, respectively. The window center temperature was less than the critical temperature of glass breakage, indicating that the window sprinkler could protect the glass from fire damage well, within the fire scale of 6 MW. The thermal insulation efficiency in the edge region was slightly lower than that in the center of the window. In the range of 2 to 6 MW, there was no significant correlation between the thermal insulation efficiency and the HRR, and the thermal insulation efficiency was in the range of 54% to 59%.

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“…Buckling curves for T sections obtained from half H or I section (L, T and X made of coupled leg sections can be found in Possidente et al (2020)). S235, S275 and S355 steel grade…”

Section: Figurementioning

confidence: 99%

“…Hence, the spread of a fire may have significant consequences. In terms of fire risk, for instance Possidente et al (2020) showed an example of application of fire risk assessment applied to a multi-storey steel building.…”

Section: Introductionmentioning

confidence: 99%

Fire buckling curves for torsionally sensitive steel members subjected to axial compression

Possidente

Tondini

Battini

2021

JSFE

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PurposeBuckling should be carefully considered in steel assemblies with members subjected to compressive stresses, such as bracing systems and truss structures, in which angles and built-up steel sections are widely employed. These type of steel members are affected by torsional and flexural-torsional buckling, but the European (EN 1993-1-2) and the American (AISC 360-16) design norms do not explicitly treat these phenomena in fire situation. In this work, improved buckling curves based on the EN 1993-1-2 were extended by exploiting a previous work of the authors. Moreover, new buckling curves of AISC 360-16 were proposed.Design/methodology/approachThe buckling curves provided in the norms and the proposed ones were compared with the results of numerical investigation. Compressed angles, tee and cruciform steel members at elevated temperature were studied. More than 41,000 GMNIA analyses were performed on profiles with different lengths with sections of class 1 to 3, and they were subjected to five uniform temperature distributions (400–800 C) and with three steel grades (S235, S275, S355).FindingsIt was observed that the actual buckling curves provide unconservative or overconservative predictions for various range of slenderness of practical interest. The proposed curves allow for safer and more accurate predictions, as confirmed by statistical investigation.Originality/valueThis paper provides new design buckling curves for torsional and flexural-torsional buckling at elevated temperature since there is a lack of studies in the field and the design standards do not appropriately consider these phenomena.

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Fire safety engineering principles applied to a multi-storey steel building

Cited by 19 publications

References 9 publications

Hybrid simulation of a partial‐strength steel–concrete composite moment‐resisting frame endowed with hysteretic replaceable beam splices

Hybrid simulation of a partial‐strength steel–concrete composite moment‐resisting frame endowed with hysteretic replaceable beam splices

Study on the Protection Effect of Sprinklers on Glass by Fire Scale in Building Fires

Fire buckling curves for torsionally sensitive steel members subjected to axial compression

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