ASSESSMENT OF THE SEISMIC RESISTANCE DEFICIT OF BRICK MASONRY CHIMNEY ACCORDING TO RELEVANT DESIGN CODES
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Abstract
Most of the brick masonry chimneys located in earthquake-prone areas were built long before the current design codes were adopted, which poses a great threat to the sustainable operation and development of the city industry as a whole. This article presents a consistent example of assessing the deficit of earthquake resistance of a brick masonry chimney and gives general conclusions about changes in main coefficients of designed codes. This study aims to quantify the deficit of earthquake resistance of brick masonry chimney according to the relevant Building Codes “SP 14.13330.2018 Construction in seismic areas”.
The object of study: a brick masonry chimney with a height of 45 m.
Subject: methods for calculating buildings and structures for seismic impact; methods for quantifying the deficit of earthquake resistance of buildings and structures.
Materials and methods: The calculation was performed by the linear-spectral theory. Natural frequencies and periods, dynamicity coefficient, seismic forces and bending moments for all forms of free vibrations were determined.
Results:
Conclusions: The analysis made it possible to draw the following conclusions: a) The coefficient that takes into account the allowed damages has changed from K1 = 0.35 (SNiP) to K1 = 0.4 (SP) for this type of structures; b) in SP there is an additional factor in determining the value of the seismic load – coefficient taking into account the purpose of structure; c) in calculating the value of seismic loads according to SNiP involved matrix loads in kN [Q] and the mass matrix [m], for accurate calculation, it increases the margin on a new SP; d) changed the method of calculation coefficients. The results obtained from the SP are approximately 20 % higher than those obtained from the SNiP; e) the difference in the total response of the structure (bending moments) is on average 27.4 %.
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References
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