Thermal behaviour of autoclaved aerated concrete exposed to fire

Wakili, K. Ghazi; Hugi, Erich; Karvonen, Lasse; Schnewlin, P.; Winnefeld, Frank

doi:10.1016/j.cemconcomp.2015.04.018

Cited by 55 publications

(14 citation statements)

References 28 publications

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“…Comparison of average temperature increase on profile joints (J1-J4) depending on test specimen height (1)(2)(3)(4)(5)(6). E-L, Comparison of average temperature increase on profile joints (J5-J12) depending on test specimen height (1-6).…”

Section: Discussionmentioning

confidence: 99%

“…E-L, Comparison of average temperature increase on profile joints (J5-J12) depending on test specimen height (1-6). M-P, Comparison of average temperature increase on profile joints (J13-J16) depending on test specimen height (1)(2)(3)(4)(5)(6) wall deflection indicates that, in the early stages of the test, the dominant load is the temperature gradient. Overall, it can be assumed that the bending moment for that load is proportional to:…”

Section: Discussionmentioning

confidence: 99%

“…6, fire integrity was lost at the end of the 68th minute of the test. In this case, a very interesting mechanism of destruction of F I G U R E 1 0 A-H, Comparison of average temperature increase on the transoms (T1-T8) depending on test specimen height(1)(2)(3)(4)(5)(6). J-L, Comparison of average temperature increase on the transoms (T1-T8) depending on test specimen height(1)(2)(3)(4)(5)(6) the sample element was observed.…”

mentioning

confidence: 86%

“…In this case, a very interesting mechanism of destruction of F I G U R E 1 0 A-H, Comparison of average temperature increase on the transoms (T1-T8) depending on test specimen height(1)(2)(3)(4)(5)(6). J-L, Comparison of average temperature increase on the transoms (T1-T8) depending on test specimen height(1)(2)(3)(4)(5)(6) the sample element was observed. The loss of integrity was not caused, as before, by the flame breaking through the small gaps between the mullion and the edge of the glass.…”

mentioning

confidence: 86%

“…Partitions with appropriate fire resistance class are usually light walls, whose rigidity is ensured by a steel or timber frame and made of plasterboard for example 1,2 ; they may also be masonry walls made of light small-sized bricks [3][4][5] or sandwich panels. [6][7][8] Despite their excellent parameters in curbing fire, however, these materials are increasingly replaced with more aesthetically pleasing translucent walls (filled with glazing [9][10][11][12] or built of glass brick 13 ).…”

Section: Introductionmentioning

confidence: 99%

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Fire resistance of aluminium‐glazed partitions depending on their height

2021

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The actual class of fire resistance of glazed partitions can only be determined according to a test, which meets the normative requirements. The test standards in this field determine the minimum dimensions of the test specimens (2800 × 3000 mm, width × height, in the clear opening of the furnace), on which the test should be carried out. The testing of elements with the minimum dimensions allowed by the test standard, assess the fire resistance of components with slightly larger dimensions. This, however, does not solve the real problem, which is the use of glazed partitions with fire resistance, significantly exceeding the dimensions of the sample walls verified by the tests. The aim of the research described in this article was to verify the influence of the height of glazed partitions on their fire resistance.The results of six tests of partitions with different height (from 3 up to 6 m) and the same width (3 m), made on the basis of the same glazing and the same aluminium profiles have been compared. During the fire resistance tests, the performance criteria of integrity and insulation were verified. Additionally, the deflection of the partition was measured in specific places by means of laser and draw wire sensors.Based on the presented test results, it can be argued that the height of the partition does not have a significant impact on its insulation and integrity, provided that the size of the glass panes is not increased along with the wall height, that the structure of the element is symmetrical in relation to the central vertical axis and, most importantly, that the mullions are properly stiffened.

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Section: Discussionmentioning

confidence: 99%

Section: Discussionmentioning

confidence: 99%

mentioning

confidence: 86%

mentioning

confidence: 86%

Section: Introductionmentioning

confidence: 99%

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Fire resistance of aluminium‐glazed partitions depending on their height

2021

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Shaking table test study on a steel frame with autoclaved aerated concrete walls

Cheng

Liusheng

2018

ce papers

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This paper studies the seismic performance of a steel frame with autoclaved aerated concrete (AAC) walls through full-scale shaking table tests. In the tested single-span two-storey steel frame, two types of AAC walls, AAC panel, and AAC block masonry wall, were adopted. Damage distribution and progress, acceleration and displacement responses, and the effect of window openings and corresponding strengthening methods were investigated. Test results showed that good seismic performance of the model structure was achieved with using both types of AAC walls, the connection used between AAC walls and steel structure was reliable and the reinforcement applied for the wall near window openings was found effective. K E Y W O R D Sautoclaved aerated concrete wall, block masonry wall, connection, seismic performance, shaking table test

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Spannungs‐Dehnungs‐Linien von Porenbeton bei hohen Temperaturen: ein erster Schritt zur versuchsbasierten Bemessung gemäß EN 1996‐1‐2

Andreini¹,

Miccoli²

2021

Mauerwerk

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In diesem Beitrag wird ein Ansatz für die Bemessung von Mauerwerk aus Porenbeton unter Brandeinwirkung vorgestellt. Dabei wird die Problematik der Berechnungsmethoden in der aktuellen Fassung der EN 1996‐1‐2 für die Bemessung von tragenden Porenbetonwänden erläutert. Die aktuelle Version der EN 1996‐1‐2 bietet nur tabellarische Daten als verlässliche Methode für die Bewertung von Tragwerken im Brandfall. Die Inhalte der aktuellen Anhänge C und D gelten allgemein als nicht verlässlich für die Bemessung, da ein ausreichender Nachweis durch Versuche fehlt. Deshalb wird in diesem Beitrag eine Optimierung der Eingabegrößen für mechanische Modelle vorgeschlagen, die auf Prüfungen von Porenbetonmauerwerk basiert. Auf dieser Grundlage werden hier neue Spannungs‐Dehnungs‐Linien in Abhängigkeit von der Temperatur vorgeschlagen und anschließend mit den derzeit im Anhang D der EN 1996‐1‐2 enthaltenen Spannungs‐Dehnungs‐Linien verglichen. Die Resultate dieser Vergleiche zeigen, dass die derzeitigen Kennlinien nicht dem tatsächlichen Verhalten von Porenbetonmauerwerk im Brandfall entsprechen. Die hier vorgestellten Kennlinien können als Grundlage für die Umsetzung in der neuen Version der EN 1996‐1‐2 verwendet werden.

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Thermal behaviour of autoclaved aerated concrete exposed to fire

Cited by 55 publications

References 28 publications

Fire resistance of aluminium‐glazed partitions depending on their height

Fire resistance of aluminium‐glazed partitions depending on their height

Shaking table test study on a steel frame with autoclaved aerated concrete walls

Spannungs‐Dehnungs‐Linien von Porenbeton bei hohen Temperaturen: ein erster Schritt zur versuchsbasierten Bemessung gemäß EN 1996‐1‐2

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