Optimal Fire Design of Steel Tapered Portal Frames

Balogh, Tamás; Vigh, Gergely László

doi:10.3311/ppci.8985

Cited by 3 publications

(1 citation statement)

References 17 publications

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“…In structural fire safety engineering, LCO based methods are applied by Hopkin et al [10] to derive optimum insulation thicknesses for protected steel beams. However, most current studies related to the design optimization calculate the lifetime costs, particularly the repair cost, only based on a binary damage criterion, failure or no failure [4][5][6], which may not be suitable for some scenarios where a finer degree of granularity in defining fire damage is required, e.g., for reinforced concrete (RC) structures that usually do not collapse under fire but require significant repair efforts for continued use. To overcome this limitation, this paper incorporates a recently developed fire loss estimation method [7] into a lifetime cost optimization.…”

Section: Introductionmentioning

confidence: 99%

Lifetime economically optimum position of steel reinforcement in a concrete column exposed to natural fire

Ni¹,

Coile²,

Khorasani³

et al. 2020

Proceedings of the 11th International Conference on Structures in Fire (SiF2020)

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This paper incorporates a probabilistic fire loss assessment method for reinforced concrete structures into a cost-benefit analysis to optimize a structural fire design. Economic losses in case of failure and survival of the structure are both quantified with, in the latter case, an estimate of the damage and repairs costs. As a case study, a cost-benefit optimization of the position of rebars in a concrete column is investigated. The column response in fire is evaluated using finite element simulations in SAFIR. Variations in cover thickness result in variations in failure probabilities and, for cases where no failure occurs, variations in repair costs due to heat penetration and residual out-of-plane deformation of the column. The optimum cover thickness is the one that offers the best trade-off between the various repair costs across the range of likely fire intensity levels. This optimum is sensitive to repair decisions such as the tolerance on the acceptable residual out-of-plane deformation after a fire. For the studied cases, the optimum cover thickness is smaller in slender columns than in stocky columns due to greater out-of-plane deformations in the former.

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Section: Introductionmentioning

confidence: 99%

Lifetime economically optimum position of steel reinforcement in a concrete column exposed to natural fire

Ni¹,

Coile²,

Khorasani³

et al. 2020

Proceedings of the 11th International Conference on Structures in Fire (SiF2020)

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Framework for Post-Wildfire Investigation of Buildings: Integrating LiDAR Data and Numerical Modeling

2021

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Post fire performance of galvanized cylindrical shells for buckling failure

Maali,

Ağcakoca,

Nasery

et al. 2024

Archiv.Civ.Mech.Eng

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This study examines the impact of anti-fire paint with different thicknesses of 100, 200, and 400 microns on the post-fire behavior of cylindrical tanks under external pressure. For this purpose, we investigate the buckling modes of the cylindrical tank specimens after they are exposed to fire. Different fire temperatures of 300, 450, and 600 ℃ were investigated. A total of 22 specimens were fabricated in the laboratory. The specimens have been divided into three groups, the first group without any anti-fire, the second group include the anti-fire paint on their inner skin and the last group have the anti-fire paint both on inner and outer faces of the tank. In the second part of the study, to determine the effects of anti-fire paint numerically, the finite element models were created in Abaqus software. Numerical models were verified by Experimental data, with an error rate at initial buckling 5.4%, overall buckling 6.17% and collapse 7.88%. The results showed that the samples with 100-micron-thick anti-fire paint on both outer and inner surfaces did not show any significant difference compared to unpainted specimens under buckling load. However, the cylindrical specimen with 200-micron-thick anti-fire paint on both outer and inner surfaces was found to be fire resistant up to 450 ℃ and displayed similar behaviors with the perfect one (unpainted and not exposed to fire). Moreover, the specimens with 400-micron-thick anti-fire paint were also found to be resistant to fire up to 450°; however, the collapse loads of these specimens were greater than the overall buckling load of the specimens with 200-micron thick anti-fire paint. Numerical and experimental results show a good agreement, the stress distribution and plastic equivalent strain values were parallel with the buckling load capacity of the specimen. As a result, the thickness of the anti-fire paint directly affects the fire resistance of cylinder steel, and with a validated finite element model, it is possible to predict the paint thickness that can withstand specific fire temperatures in large shell structures.

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Optimal Fire Design of Steel Tapered Portal Frames

Abstract: Abstract

Cited by 3 publications

References 17 publications

Lifetime economically optimum position of steel reinforcement in a concrete column exposed to natural fire

Lifetime economically optimum position of steel reinforcement in a concrete column exposed to natural fire

Framework for Post-Wildfire Investigation of Buildings: Integrating LiDAR Data and Numerical Modeling

Post fire performance of galvanized cylindrical shells for buckling failure

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