Structural steel and plane frame assemblies under fire action

Rubert, Achim; Schaumann, Peter

doi:10.1016/0379-7112(86)90014-7

Cited by 133 publications

(87 citation statements)

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“…The comparisons of predicted displacements at different locations within the frames against the temperature are shown in Fig. 8, together with the tested results [33] and other models' predictions [34,35]. It can be seen that the results generated by the current model agreed well with the tested data and the predictions from other models.…”

Section: Steel Frames Tested In Firesupporting

confidence: 74%

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Progressive collapse analysis of steel structures under fire conditions

Sun

Huang

Burgess

2012

Engineering Structures

142

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In this paper a robust static-dynamic procedure has been developed. The development extends the capability of the Vulcan software to model the dynamic and static behaviour of steel buildings during both local and global progressive collapse of the structures under fire conditions. The explicit integration method was adopted in the dynamic procedure. This model can be utilized to allow a structural analysis to continue beyond the temporary instabilities which would cause singularities in the full static analyses. The automatic switch between static and dynamic analysis makes the Vulcan a powerful tool to investigate the mechanism of the progressive collapse of the structures generated by the local failure of components. The procedure was validated against several practical cases. Some preliminary studies of the collapse mechanism of steel frame due to columns' failure under fire conditions are also presented. It is concluded that for un-braced frame the lower loading ratio and bigger beam section can give higher failure temperature in which the global structural collapse happens. However, the localised collapse of the frame with the higher loading ratio and smaller beam section can more easily be generated.The bracing system is helpful to prevent the frame from progressive collapse. The higher lateral stiffness of the frame can generate the smaller vertical deformation of the failed column at the restable position. However, the global failure temperature of the frame is not sensitive to the lateral stiffness of the frame.

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Section: Steel Frames Tested In Firesupporting

confidence: 74%

“…The model has been validated using data from two groups of steel frames, tested by Rubert and Schaumann [33] and subsequently investigated by other researchers [34,35]. The structural details are shown in Fig.7.…”

Section: Steel Frames Tested In Firementioning

confidence: 99%

Progressive collapse analysis of steel structures under fire conditions

Sun

Huang

Burgess

2012

Engineering Structures

142

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“…The elastic Young's modulus of steel at ambient temperature is taken as 210 GPa, and the coefficient of thermal expansion assumes a constant value of 14  10 6 C 1 . The adopted reduction factors for Young's modulus, the proportional limit ( r ) and the yield strength ( y ) at elevated temperature are as proposed by Rubert and Schaumann [5] , following the piecewise linear curves given in Table 1.b, but scaled for  r and  y to reflect the different yield strength at ambient temperature for each series as given in Table 3.…”

Section: Scaled Steel Frame Testsmentioning

confidence: 99%

“…A series of tests was performed by Rubert and Schaumann [5,8] on 1/6-1/4 scale plane steel frames at elevated temperatures. Three frame configurations, shown in Figure 6, were considered:…”

Section: Scaled Steel Frame Testsmentioning

confidence: 99%

An integrated adaptive environment for fire and explosion analysis of steel frames — Part II:

Izzuddin

Song

Elnashai

et al. 2000

Journal of Constructional Steel Research

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The companion paper presents a new adaptive method for integrated fire and explosion analysis of steel frames. This paper verifies the new developments, implemented within the nonlinear analysis program ADAPTIC, particularly against the results of experiments on steel members and frames subjected to fire. The benefits of adaptive nonlinear analysis are then highlighted by means of an example which demonstrates its computational superiority over conventional nonlinear analysis.Finally, parametric studies on column and frame configurations subject to the successive actions of explosion and fire are undertaken using the developed integrated analysis tool. The results of these preliminary studies indicate that the damage induced by moderate explosion loading can significantly influence the fire resistance of steel structures. Collectively, the capabilities and efficiency of the developed environment emphasise the important role that it can play in further studies aimed at generating design guidance.

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“…The accuracy of the proposed model for structural-fire analysis (described in Section 3.3) is verified by comparing the FE results with those measured in a test carried out by Rubert and Schaumann [30]. As demonstrated in Figure 14, the model comprises of two structural plane frames, an L-shaped span (Figure 14 (a)) and a one-storey double span frame (Figure 14 (b)).…”

Section: Validation Of the Structural Fire Analysis Modelmentioning

confidence: 90%

Fire Resistance of a Damaged Building Employing Buckling Restrained Braced System

Talebi

Tahir

Zahmatkesh

et al. 2018

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This study investigates the influence of buckling restrained brace systems (BRBs) on the overall structural stability against fire following a severe incident, which caused the failure of a column on the first storey of a steel building. A four-storey moment frame fitted with the inverted-V arrangement of braces is modelled, considering a multi-hazard approach. This technique concentrates on a structural plane frame that is designed to meet the progressive collapse criteria according to the U.S. Department of Defense guidelines and assumes that an extreme event damaged a first-storey centre column, before the exposure to an ensuing fire. The performance of BRBs in preventing the global collapse of the structure due to a post-event fire is compared with that of ordinary concentric brace systems (OCBs). The results indicate that BRBs offer a higher global collapse time to the building owing to the greater stiffness they provide to the structural frame. The fire resistance provided by BRBs is restricted to the participation of bracing elements and framing girders afterwards. In the case of OCBs, columns contribute to the structural resistance prior to the full capacity of braces used. To conclude, it is found that BRBs are more capable in maintaining the stability of a damaged building against fire resulting from an extreme event than OCBs.

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Structural steel and plane frame assemblies under fire action

Cited by 133 publications

References 1 publication

Progressive collapse analysis of steel structures under fire conditions

Progressive collapse analysis of steel structures under fire conditions

An integrated adaptive environment for fire and explosion analysis of steel frames — Part II:

Fire Resistance of a Damaged Building Employing Buckling Restrained Braced System

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