Abstract
The identification of residual service life of a structure is an exceptionally demanding task in the case of reconstructed or newly modernised buildings. The identification of residual service life requires the study and knowledge of the mutual interaction of a building with its external environment, in particular, the time variable effects and impacts which lead to degradation processes and phenomena affecting and, in the absolute majority of cases, degrading the physical, mechanical and other properties of materials and structures. The article presents the results of in-situ and laboratory research of strength parameters of masonry from the start of the 20th century applying destructive and non-destructive tests. Besides, a probabilistic model and a procedure for the determination of masonry strength are described. It appears that the probabilistic approach leads to a design value by ca 5% higher than the deterministic approach.
Highlights
Despite a relatively extensive research into masonry structures, the issue of a reliable determination of the load-bearing capacity of existing, mainly historic stone masonry structures is still waiting for a satisfactory solution (Witzany et al 2006)
According to ISO 13822:2010, the partial factor is identified as the product of the following coefficients: γm1 – the basic value of the partial factor (2.0 for masonry of full bricks laid on general purpose mortar)
The experimental part of the study focusing on general aspects of the assessment of the strength of historic brick masonry, the sampling of specimens of masonry units and mortar and the assessment of tests has resulted in the formulation of the following recommendations:
Summary
Despite a relatively extensive research into masonry structures, the issue of a reliable determination of the load-bearing capacity of existing, mainly historic stone masonry structures is still waiting for a satisfactory solution (Witzany et al 2006). It is noted that the loss of strength in arenaceous marl at the depth of sampling of 14–15 m may be caused by different ground pressures during the deposition of marl layers.
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