The thesis addresses the seismic resistance of a single-family masonry residential building constructed in the 1980s. The building consists of a basement, ground floor, and attic, and is built as ordinary masonry without vertical ties and with ribbed floor slabs. The aim of the thesis was to compare the results of linear and nonlinear seismic response analyses and to contrast the two approaches. In the first part, the building is presented with its structural characteristics, materials used, and loads. The linear analysis was carried out in SAP2000 using the modal response spectrum method. The structure was modeled as an elastic shell structure, while the utilization for horizontal forces in the piers was verified manually, with the resistance of the piers calculated according to the Eurocode 6 model. The nonlinear analysis was performed in the 3Muri software, which is based on the equivalent frame method with macro-elements for piers and spandrel walls. This method enables the assessment of the type and extent of damage. Both methods produced similar estimates of the structural capacity, as both analyses indicated that the structure can withstand the design earthquake with a return period of 475 years. The greatest differences appeared in the natural periods, where SAP2000 yielded values approximately 50% shorter. The linear analysis provides useful information on wall loads, while the nonlinear analysis additionally illustrates failure mechanisms and the extent of damage. The results also show that the building is more resistant in the longitudinal direction, while it is more vulnerable in the transverse direction due to larger openings. The conclusion of the thesis is that both methods are useful for evaluating seismic resistance, with the nonlinear analysis providing better insight into the behavior of the structure during an earthquake.
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