Effects of non-uniform temperature distribution on critical member temperature of steel tubular truss

Özyurt, Emre; Wang, Yongchang

doi:10.1016/j.engstruct.2016.02.044

Cited by 15 publications

(9 citation statements)

References 15 publications

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“…For sprayed-on contour board insulation, this factor is equal to the perimeter to the sectional area ratio. For box insulation, this factor is computed from formula [29]: (11) where b is I-section width, h is section height, and As is the cross-sectional area of the profile. The results presented above indicate that as the fire develops, the temperature of the members without fire-proofing insulation becomes closer to and, over time, equal to the temperature of fire gases.…”

Section: Resultsmentioning

confidence: 99%

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Influence of the Thermal Insulation Type and Thickness on the Structure Mechanical Response Under Fire Conditions

2019

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The concept of fire safety covers an extremely vast scope of issues. To ensure an adequate fire safety level, it is necessary to combine research and actions in several fields, such as the mathematical, physical, or numerical modelling of a fire phenomenon. Another problem is to design different types of fire protection, including alarm systems, sprinkler systems, and also roads and evacuation systems, in a manner that ensures maximum safety for the building’s users. A vital issue is the analysis of the static-strength response of the structure under fire conditions. This study, concerned with such analyses, is limited to steel truss structures. In technical approvals, manufacturers of fire-proofing materials do not account for the character of the performance of individual structural members. The components in compression need thicker insulation than those in tension. This phenomenon is related to the fact that under fire conditions, the flexural buckling coefficient in compressed members is abruptly reduced with an increase in temperature. In turn, this increase in temperature leads to a fast reduction in resistance. In addition, members in tension have much higher resistance than those in compression in the basic design situation, i.e., at the instant of t = 0 min. Consequently, even a considerable decrease in the resistance of tension members is not as dangerous as that of compression members. Therefore, due to the nature of the performance of individual elements, fire-proofing insulation of every steel structure should be computationally verified. Additionally, in this paper, the influence of the type of fire insulation on the mechanical response of the structure was investigated. Calculations were carried out for different types of sprayed-on insulation, and also for contour and box insulation panels. The graphs show the behaviour of the elastic modulus, the yield point, and the resistance of the elements in the successive minutes of the fire for the different methods of fire protection used. The best results were obtained for vermiculite and gypsum spray.

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Section: Resultsmentioning

confidence: 99%

“…Problems related to the description of failure modes have been the subject of discussion in many works. Articles that deserve special attention include those in [11][12][13].…”

Section: Introductionmentioning

confidence: 99%

Influence of the Thermal Insulation Type and Thickness on the Structure Mechanical Response Under Fire Conditions

2019

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“…As shown in Figure 14, the hysteresis model can be calculated by Equations (3), (8), (9) and (13), and the effect of damage accumulation is considered to start from the second semi-cycle. Damage degradation is considered by introducing the evolution equation of the damage variable D. The realization process of the hysteresis criterion is: the initial stress amplitude under cyclic loading is calculated by the cyclic stress-strain curve and the initial loading curve → the damage variable D n of each semi-cycle is calculated by Equation (3) → the stress amplitude σ D(n) m and the elastic modulus E D n are calculated by Equations (8) and (9) → the hysteresis curve of the nth semi-cycle can be obtained by Equation (13) → then calculate the (n + 1)th semi-cycle, and so on.…”

Section: A Model Of Hysteretic Curve With Damage Accumulationmentioning

confidence: 99%

“…The cumulative damage variable D will be valued 1 when the specimen is destroyed, and calculate the maximum plastic strain ε p m and the cumulative plastic energy dissipation in the cyclic process, then the parameter λ can be obtained use Equation (3), so the value of λ can fitaccording to Equation (14) by the test data, and the fitting results are presented in Table 6. The parameters can be fitted according to Equations (8) and (9) by the results of low-cycle fatigue test. Equations (8) and (9) can be transformed into Equations (15) and (16), and the curves of σ D(n) m σ m −D n and E D n E 0 −D n of WB1(2) are presented in Figure 15 (an example).…”

Section: The Parameter λ Of Evolutionequation Of Damage Accumulationmentioning

confidence: 99%

“…For example, 48 railway truss bridges were used as case studies by Khademi [2,3] to study hybrid structural analysis and the procedures that were developed to enhance the load rating of railway truss bridges. There are also many other investigations for the behavior of trusses [4][5][6][7][8][9][10][11][12]. Still, the energy dissipation of a steel tubular truss structure depends mainly on the welded joint under earthquake.…”

Section: Introductionmentioning

confidence: 99%

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Study on Hysteresis Model of Welding Material in Unstiffened Welded Joints of Steel Tubular Truss Structure

2018

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The weld form of intersecting joints in a steel tubular truss structure changes with the various intersecting curves. As the key role of joints in energy dissipation and seismic resistance, the weld is easy to damage, as a result the constitutive behavior of the weld is different from that of the base metal. In order to define the cumulative damage characteristic and study the constitutive behavior of welded metal with the influence of damage accumulation, low-cycle fatigue tests were carried out to evaluate overall response characteristics and to quantify variation of cyclic stress amplitude, unloading stiffness and energy dissipation capacity. The results show that the cyclic softening behavior of welding materials is apparent, however, the steel shows hardening behavior with the increase of cyclic cycles, while the cyclic stress amplitude, unloading stiffness, and energy dissipation capacity of the welding materials degenerate gradually. Based on the Ramberg–Osgood model and introducing the damage variable D, a hysteretic model of welding material with the effect of damage accumulation was established, including an initial loading curve, cyclic stress-strain curve, and hysteretic curve model. Further, the evolution equation of D was also built. The parameters reflecting the damage degradation were fitted by the test data, and the simulation results of the model were proved to be in good agreement with the test results.

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Steel and Composite Structures

Abu

Shi²,

Jafarian

et al. 2021

International Handbook of Structural Fire Engineering

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Effects of non-uniform temperature distribution on critical member temperature of steel tubular truss

Cited by 15 publications

References 15 publications

Influence of the Thermal Insulation Type and Thickness on the Structure Mechanical Response Under Fire Conditions

Influence of the Thermal Insulation Type and Thickness on the Structure Mechanical Response Under Fire Conditions

Study on Hysteresis Model of Welding Material in Unstiffened Welded Joints of Steel Tubular Truss Structure

Steel and Composite Structures

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