This master thesis deals with the seismic performance assessment of building of Institute of
Information science in Maribor. The analyses are performed in compliance with Eurocode 8.
First part of the thesis focuses on linear elastic seismic analysis of building with an objective
to achieve optimal modeling of the building by using ETABS. Fifteen different models, which
were split into two groups, were developed. First group contains models that are accurate
and can be used to solve real problems, while the second group contains generic models
that are mostly used to enhance our understanding of calculation errors that can be
introduced with incorrect models. Results show us that in some cases models can be
simplified. Shell, frame and combined models are useful in practical situations. For specific
situation we should choose the type of model based on structure type and type of seismic
analysis. The use of stiff elements for connection of vertical elements with beams and
connection of frame and area elements is important for correct modeling of construction
stiffness. Data about mass was also manually entered into the center of mass on storey
level. Such an approach is slightly more time consuming, but significantly simplify the
analysis and its results. However, it was also found that manual meshing of shell elements is
too time consuming and don't have large impact on analysis results. At the end optimal size
of finite elements was determined to 0,5/0,5 meters. The second part of the thesis presents
simplified non-linear analysis N2 method, which was applied to the investigated building. The
N2 method is combination of nonlinear static (pushover) analysis of entire building in
combination of inelastic spectra based on an equivalent model with single degree of freedom
(SDOF system). In model for non-linear pushover analysis, bilinear relationship between
moment and rotation was taken into account at the edges of frame element. On basis of
results, given by pushover analysis, limit-state displacements were determined for
three states proposed by Eurocode standard: damage limitation state (DL), significant
damage state (SD) and near collapse state (NC). The peak ground acceleration causing
collapse was estimated to 0,53 g and 0,67g in the case of modal distribution of forces and
uniform distribution of forces, respectively. It is assumed that the seismic performance of the
building is acceptable since it is designed according to Eurocode 8-1. For more informed
decision-making the estimated limit-state peak ground acceelerations should be compared
to those values based on tolerable risk, which is beyond objectives of this thesis.
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