Temperatures during fire tests on structure and its prediction according to Eurocodes

Wald, František; Chlouba, J.; Uhlíř, A.; Kallerová, P.; Stujberová, Magdalena

doi:10.1016/j.firesaf.2008.05.002

Cited by 25 publications

(19 citation statements)

References 3 publications

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“…For the tests under fire conditions, two temperatures were defined: 500 and 700 °C. These are realistic temperatures for bolts during natural fires [9]. The test programme is summarized in Table 2.…”

Section: Design and Researchmentioning

confidence: 99%

Tension‐shear interaction of high‐strength bolts during and after fire

Lange

Kawohl

2019

Steel Construction

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Connections in steel structures play an essential role in the structural stability of the entire construction. This is also true in the event of a fire. The difficulty in designing connections for fire lies in the fact that not only material properties, but also loads applied to the connections change depending on temperature. In addition, the temperature‐dependent decrease in the tensile strength of high‐strength bolts does not coincide with the decrease in shear strength. So far, the influence of combined tension and shear loading on high‐strength bolts has not been studied in detail. This project included carrying out interaction tests on high‐strength bolts of property class 10.9 (fu = 1000 N/mm2). Post‐fire performance was examined in addition to observing the loadbearing behaviour during fire. The examinations were completed with additional material tests. The results were compared with earlier research on the temperature‐dependent loadbearing capacity of high‐strength bolts during and after temperature loading as well as on the loadbearing behaviour of bolts in steel structures under combined tension and shear loads. This investigation contributes to a better understanding of the loadbearing capacity of high‐strength bolts under combined loading during and after a fire.

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Section: Design and Researchmentioning

confidence: 99%

Tension‐shear interaction of high‐strength bolts during and after fire

Lange

Kawohl

2019

Steel Construction

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“…The highest temperature measured in the compartment was 1050°C, the maximum flame temperature at the top of the opening elevation was 573°C and the highest temperature measured in the steel was 306°C. All these temperatures occurred between 3720 s and 3840 s from ignition [9]. Figure 14 shows a model of the compartment tested with ExteelFire and the location of the studied steel plate.…”

Section: The Dalmarnock Fire Testsmentioning

confidence: 99%

Eurocode method for calculating the external steelwork temperature in fire; comparative studies

Silva

Azevedo

2015

Fire and Materials

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To design a steel structure in fire is necessary to know its temperature. Using the data from many experimental fire tests, Margaret Law estimated the maximum temperature in a compartment (natural fire), the external heat transfer to steel elements and the maximum temperature value for steel. The Eurocode adopted her method, with minor adjustments. The method is very calculation intensive-it involves about 60 equationstoo many for a quick hand calculation. Besides, while a distinction is made between steel members engulfed and not engulfed in flame, the method is not clear about partially engulfed members. The authors developed the software ExteelFire to determine the maximum temperature of external steel structures for buildings in fire based on the Eurocode method including the determination of the temperature of the partially engulfed elements. Aiming to ascertain the level of safety of the Eurocode method, the results from ExteelFire and a numerical analysis performed using Smartfire (CFD software for the fire model) and Super Tempcalc (finite element method, FEM, software for the thermal analysis) were compared. Furthermore, results from ExteelFire and from two full-scale experimental tests (Dalmarnock and Ostrava) were contrasted. Based on the comparisons, the Eurocode method is conservative.When the structural element is not engulfed in flames, the thermal balance is also determined by Equation (1). Adopting several simplifying assumptions in this case yields Equation (5). The following modifications were made to produce Equation (5): ḣ cz = 0; ḣ perd ¼ α a T a À T 0 ð Þ, where ḣ perd represents the heat lost by the steel through convection and α a is the convection factor for Several comparisons with results of another software developed in Mathcad by the authors, parametric analyses and physically realistic situations were studied. All the results were consistent with expectations [5].Results from ExteelFire were compared [5] to other computational tools, to the 'FIRES' software from ARBED, based on the first Eurocode 1 [10] and to the tables from the American Iron and Steel Institute (based on the original Law method) [11]. ExteelFire is more complete than the other cited tools and based on the latest Eurocode. COMPARISON BETWEEN RESULTS FROM EXTEELFIRE AND FROM THE CFD/FEM METHODS Tested modelFor the purposes of comparison between the Eurocode method and CFD methods (computational fluid dynamics), numerical tests were carried out with several geometric models using two types of software: ExteelFire (based on Eurocode) and Smartfire (CFD). The Smartfire V4.1 software is an advanced computational code for fire simulation developed by the FSEG, Fire Safety Engineering Group, of Greenwich University, England [6].The six compartment geometries adopted in this study are presented in Figure 2.The fire load density for ExteelFire or the equivalent heat release rate (HRR) for Smartfire, the equivalent mass release rate (MRR) and the opening factor are indicated in Table I.The source of the fire was 3.00 m wide,...

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“…The heating rate during a fire in buildings has been studied e.g. the research [6], refers to an experiments in Ostrava, where a compartment in the three-storey steel frame building was exposed to fire before demolition. The wooden cribs were placed into eight piles and created the fire load density per unite area of 1039 MJ -1 m -2 (which represents the fire load of 58.5 kgm -2 ).…”

Section: Introductionmentioning

confidence: 99%

“…Maximum temperature 1050 °C was reached after 62 minutes from an ignition of the wood fuel. The research pointed out to the rapid growth in the early stage of fire when the maximum gas temperature rises up to 550 °C in approximately 8 minutes [6].…”

Section: Introductionmentioning

confidence: 99%

Strength characteristics of concrete exposed to the elevated temperatures according to the temperature-time curve ISO 834

et al. 2017

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Abstract. While exposed to high temperatures caused by fire, the concrete undergoes a sequence of physical and chemical structure changes causing a mechanical degradation. This paper concerns an experimental strength determination of a temperature stressed concrete. The concrete was temperature loaded according to temperature-time curve ISO 834 and left on a top temperature level for 60 minutes afterwards. This temperature heating rise is in accordance with a common fire expansion in a structure. The concrete panels sized 150 × 1300 × 2300 mm were temperature loaded up to 550, 600, 800 a 1000 °C in a horizontal position in gas furnace for fire testing of structure elements in research Centre AdMaS. The temperatures of the gas in the furnace and the panel was measured during the whole experiment by using the thermocouples. After the fire test, the specimens were drilled out using a 100 mm diameter core drill. The compressive strength and splitting tensile strength tests were made and the results were compared to the reference specimen's test results. The objective results of a commonly used strength class concrete loaded by elevated temperature corresponding to the real fire exposure differ common linear heat exposure test results and are considered being very valuable.

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Temperatures during fire tests on structure and its prediction according to Eurocodes

Cited by 25 publications

References 3 publications

Tension‐shear interaction of high‐strength bolts during and after fire

Tension‐shear interaction of high‐strength bolts during and after fire

Eurocode method for calculating the external steelwork temperature in fire; comparative studies

Strength characteristics of concrete exposed to the elevated temperatures according to the temperature-time curve ISO 834

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