The thesis addresses assessment of seismic resistance of a single-family masonry building, built in 1993,
in the suburb of Ljubljana. The theoretical background for determination of design seismic loads and
capacity of both masonry walls as well as the whole structure is presented in the first part of the thesis.
The determination of the strength of masonry walls is also described with consideration of three failure
mechanisms that occur in masonry wall: sliding shear failure, shear failure with diagonal cracks, flexural
failure. In the second part follows practical example where we calculate seismic resistance of the
building. For the strength of materials we take into account the mean values reduced by a confidence
factor. It is necessary to determine the weight of individual structural assemblies and the mass of the
whole structure. Seismic force is determined by the method of horizontal forces, where is taken into
account the maximum spectral acceleration, and behaviour factor 1,5. Seismic resistance is then checked
only for the ground floor since there the greatest storey shear force occurs. Firstly the base shear was
calculated on the basis of elastic analysis by taking into account the full redistribution of seismic forces
to those walls which still had reserves. The simplified nonlinear analysis was also performed. Sodetermined
base shear in y direction amounted to 797 kN, which is only about 10% less than the base
shear estimated from linear elastic analysis (880 kN). It was found that design seismic load exceeded
the estimated design value of base shear strength, which indicated that the investigated building does
not comply the safety requirements of the Eurocodes 8.
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