Fire Safety Engineering Design of Structures

Purkiss, J. A.

doi:10.1201/b12845

Cited by 132 publications

(164 citation statements)

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“…For concrete with siliceous or carbonate aggregates, AE can be taken as equal to 18 3 10 À6 or 12 3 10 À6 per 8C (Purkiss, 1996). The most important available models for the thermal strain of unloaded concrete at high temperatures are summarised in Table 2.…”

Section: Thermal Strain Of Unloaded and Prestressed Concretementioning

confidence: 99%

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Prestressed concrete thermal behaviour

Aslani

2013

Magazine of Concrete Research

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The structural fire safety capacity of concrete is very complicated because concrete materials have considerable variations. Constitutive relationships for prestressed normal-strength concrete (NSC) and high-strength concrete (HSC) subjected to fire are needed to provide efficient modelling and to meet specific fire-performance criteria of the behaviour for prestressed concrete structures exposed to fire. In this paper, formulations for estimating the parameters affecting the behaviour of unconfined prestressed concrete at high temperatures are proposed. These formulations include residual compression strength, initial modulus of elasticity, peak strain, thermal strain, transient creep strain and the compressive stress-strain relationship at elevated temperatures. The proposed constitutive relationships are verified with available experimental data and existing models. The proposed relationships are general and rational, and show good agreement with the experimental data. More tests are needed to further verify and improve the proposed constitutive relationships.

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Section: Thermal Strain Of Unloaded and Prestressed Concretementioning

confidence: 99%

“…This increase significantly exceeded the expected creep strains and has been referred to as transient creep strain (Lie, 1992;Purkiss, 1996;Thelandersson, 1987). The most important models for the creep strain of concrete at high temperatures are summarised in Table 4.…”

Section: Creep Strain At Elevated Temperaturesmentioning

confidence: 99%

Prestressed concrete thermal behaviour

Aslani

2013

Magazine of Concrete Research

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“…where r = Stefan-Boltzmann constant = 5.67 9 10 -8 (W/m 2°K4 ), and e e is the effective emissivity of the exposed surface and it is related to the ''visibility'' of the surface to the fire [7,8]. T f is temperature of the atmosphere surrounding the boundary (in this case it is the fire temperature).…”

Section: Heat Transfer Equationmentioning

confidence: 99%

“…For steel members that are directly exposed to indoor fire, emissivity can vary between 0.7 and 0.9. The less ''severe'' exposure conditions (i.e., situations where heat flux from radiation is less), such as exposure to external fire outside building fac¸ade or rougher surfaces, such as insulation or concrete surfaces, the emissivity can be between 0.3 and 0.7 [7,9].…”

Section: Heat Transfer Equationmentioning

confidence: 99%

“…If the surface is directly exposed to fire, such as the bottom flange of steel beams, the value of h c tends to be high. If the surface is far from direct exposure, such as the case with steel connections or gaps, values of h c can be as low as 15 W/m 2°C [7]. The heat flux and temperature gradient in any medium are generally related through Fourier's law of conduction:…”

Section: Heat Transfer Equationmentioning

confidence: 99%

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A Simplified Approach for Predicting Temperature Profile in Steel Members With Locally Damaged Fire Protection

Dwaikat

Kodur

2011

Fire Technol

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Abstract. Steel structures in building are to be provided with external insulation to delay temperature rise and associated strength degradation when exposed to fire. However, due to delicateness and fragility of some insulation systems, damage might occur in these insulation systems during their service life, and such damage can lead to rapid rise in steel temperature and result in lower fire resistance of structural members. Currently, there are no simple calculation methods for quantifying the effect of insulation loss on steel temperature. In this paper, a simple approach is proposed for tracing the temperature profile in steel members with partial loss of fire protection. The method is developed based on modifying the existing one-dimensional finite difference solutions of the heat transfer equation. The validity of the proposed method is established by comparing the predictions from the proposed method against temperatures obtained from finite element heat transfer model that is created using ANSYS. The comparisons indicate that the proposed method is capable of predicting temperature in steel members with partially damaged insulation to a good degree of accuracy over a wide range of situations. Further, the simplicity of the proposed method makes it attractive for use in fire resistance assessment in steel structures.

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2010

Fire Design of Steel Structures

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Fire Safety Engineering Design of Structures

Cited by 132 publications

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Prestressed concrete thermal behaviour

Prestressed concrete thermal behaviour

A Simplified Approach for Predicting Temperature Profile in Steel Members With Locally Damaged Fire Protection

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