Elevated-Temperature Tensile and Creep Properties of Some Structural and Prestressing Steels

Harmathy, T. Z.; Stanzak, W. W.

doi:10.1520/stp44718s

Cited by 69 publications

(79 citation statements)

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“…Harmathy's creep model [24] has proved sufficiently accurate in previous studies [21,22,23] In which T R is the temperature (K), R is the universal gas constant (J/molK), H is the creep activation energy (J/mol), Z is the Zener-Hollomon parameter (h -1 ),  cr,0 is a dimensionless creep parameter, t represents time and represents temperature-compensated time. In order to utilize the creep model, the material parameters Z, H/R and  cr,0 are borrowed from a research study conducted by Harmathy and Stanzak [25] for American steel Grade A36, whose yield strength is similar to Eurocode steel Grade S275. The results of calibration for the second Kelvin element in rheological model R2, which uses the constitutive model from Figure 6(a) and the creep model Cr_1 is given in Figure 6(b).…”

Section: Constitutive Rheological Componentsmentioning

confidence: 99%

A unified rheological model for modelling steel behaviour in fire conditions

Torić

Burgess

2016

Journal of Constructional Steel Research

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Section: Constitutive Rheological Componentsmentioning

confidence: 99%

A unified rheological model for modelling steel behaviour in fire conditions

Torić

Burgess

2016

Journal of Constructional Steel Research

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“…Extensive literature is available on the mechanical properties (strength, elastic limit and elastic modulus) of concrete and structural steel at high temperatures [1][2][3][4][5][6][7][8][9][10][11][12][13]. This information has been fundamental in predicting the behavior of the structure during fire, aiming at structural fire design.…”

Section: Experimental: Characterization Of Prestressing Steel Behaviormentioning

confidence: 99%

“…Today, fire design philosophy of prestressed concrete structures is based mainly on standardized procedures that ensure structural stability in a fire for a sufficient period of time to allow people to escape and the emergency services to extinguish the fire [1][2][3][4][5][6][7][8]. With this aim, a significant amount of experimental work on the characterization of the mechanical properties of construction materials at high temperatures has been carried out in the past decades [6][7][8][9][10][11][12][13][14][15][16]. However, no attention has been paid to the behaviour of materials after fire.…”

Section: Introductionmentioning

confidence: 99%

Behavior of Prestressing Steels after Fire

Atienza¹,

Calafat²

2008

IABSE Congress, Chicago 2008: Creating and Renewing Urban Structures – Tall Buildings, Bridges and Infrastructure

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SummaryEven if a fire does not give rise to apparent damage in a prestressed structure, mechanical properties of materials as well as load distribution can be affected. A verification of residual load bearing capacity after fire is necessary to determine if the structure can be maintained in use. Mechanical properties of structural steels at high temperatures have been extensively studied. However, no attention has been paid to the behavior of steel wires after fire. This paper seeks to give a simplified estimation of the non-visible fire-induced damages produced in steel wires, with the hope that this information can be useful for engineers in the structural evaluation after a fire. Two aspects should be considered when assessing the security of the structures: The reduction of the prestressing loads due to the increment in the stress relaxation losses during the exposure to high temperatures and the permanent damage of the residual mechanical properties of steel wires produced by the fire.

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“…Based on a comprehensive model for the creep of metals at elevated temperatures [90,91], this author described a numerical technique for the calculation of the stress-deformation history and estimation of the point of structural failure of protected steel trusses and truss-like constructions [92]. The deflection and failure of protected steel beams in fire was later discussed by Thor [93.94] and this author [95].…”

Section: Fig 9-illustration Of the Concept Of Stress-modified Criticmentioning

confidence: 99%

Design to Cope with Fully Developed Fires

Harmathy

1979

Design of Buildings for Fire Safety

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/npsi/ctrl?lang=en http://nparc.cisti-icist.nrc-cnrc.gc.ca/npsi/ctrl?lang=fr Access and use of this website and the material on it are subject to the Terms and Conditions set forth at http://nparc.cisti-icist.nrc-cnrc.gc.ca/npsi/jsp/nparc_cp.jsp?lang=en NRC Publications Archive Archives des publications du CNRCThis publication could be one of several versions: author's original, accepted manuscript or the publisher's version. / La version de cette publication peut être l'une des suivantes : la version prépublication de l'auteur, la version acceptée du manuscrit ou la version de l'éditeur. Publication, 685, pp. 198-276, 1979 Design to cope with fully developed fires Harmathy, T. Z. ABSTRACT: Since 80 to 90 percent of the combustible contents of building compartments are consumed during the period of fully developed f~e, the conditions that are expected to prevail during this period should be given special attention in the design of buildings for fire safety. The primary purpose of such design is to lessen the danger of spread of fire and smoke beyond the confines of the fire compartment. To provide a sound basis for the design, the characteristics of compartment fires, the factors that determine them, and the mechanisms by which fire and smoke spread through the building are discussed in detail. ASTM Special TechnicalThe most common method of protecting buildings against fire spread is compartmentation by fire-resistant boundary elements. The shortcomings of the conventional practice offire resistance allotment are analyzed and the principles of a recommended practice, referred to asfire tolerance design, are described.Information on the fire resistance of building elements is usually obtained by standard tests conducted on replicas of the elements. The meaning of the test results, however, is often unclear. It is becoming more and more acceptable to procure fire resistance information either by analytical and numerical studies, or by the use of extension and prediction formulas, graphs, and tables, many of which are reproduced for the designers' convenience.Owing to fundamental faults in the philosophy of fire resistance testing, information on fire resistance, either from tests or other means, cannot be directly utilized in the fire tolerance design. Methods of conversion between fire resistance and fire tolerance are presented, and techniques of designing for fire tolerance in stagnant and spreading fires, without resorting to fire resistance information, are outlined.Because of the prominent role that convection plays in the spread of fire and smoke, design for fire tolerance does not provide the complete answer to fire safety. The use of self-closing doors, cavity barriers and fire stops, and flame deflectors, that cut off the paths of convective fire spread, is an essential part of the overall fire defense scheme.An effective way of attacking the problem of spread of smoke is the pressurization of the principal shafts of the building. The danger of spread of both fire and smoke is greatly reduced by fire...

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Elevated-Temperature Tensile and Creep Properties of Some Structural and Prestressing Steels

Abstract: /npsi/ctrl?lang=en http://nparc.cisti-icist.nrc-cnrc.gc.ca/npsi/ctrl?lang=fr Access and use of this website and the material on it are subject to the Terms and Conditions set forth at

Cited by 69 publications

References 10 publications

A unified rheological model for modelling steel behaviour in fire conditions

A unified rheological model for modelling steel behaviour in fire conditions

Behavior of Prestressing Steels after Fire

Design to Cope with Fully Developed Fires

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