Buildings with torsional irregularity represent the main focus of many
current investigations. However, despite this volume of research, there is no
established framework that describes adequately the seismic vulnerability of
reinforced concrete shear wall systems. In this study, the three-dimensional
behavior of a particular shear-wall structure under earthquake effects was
examined with regard to the nonlinear behavior of the reinforced concrete
assembly and the parameters that characterize the structure exposed to seismic
motion for damage assessment.
A three story reinforced concrete shear-wall building was analyzed using
the finite element method based ANSYS software. The scaled model building was
subjected to shaking table tests at Saclay, France. The project was led by the
Atomic Energy Agency (CEA Saclay, France) under the &ldquo / SMART 2008 Project.&rdquo / The investigation was conducted in two phases. In the first phase, the results of
the finite element method and experiments were examined, and were reported in
this study. For time history analysis, micro-modeling was preferred due to
allowing inclusion the nonlinear effects of concrete and steel for analysis. The
guiding parameters (acceleration, displacement, strain) of analytical results are
compared with the corresponding values that were measured in the experiments to
be able to quantify the validity of models and simulation. For the comparison of
v
the numerical model results with the experimental results FDE (Frequency
Domain Error) method was used.
After comparison of the numerical model results with the experimental
results, the second phase of the SMART 2008 Project was undertaken. The second
phase consisted of two parts summarized as &ldquo / Sensitivity Study&rdquo / and
&ldquo / Vulnerability Analyses&rdquo / . However, in this report only the sensitivity study and
fragility analyses will be reported.
Sensitivity study was done to understand which parameters affect the
response of the structure. Twelve parametric cases were investigated under two
different ground motions. Different behavior parameters were investigated. The
effective damping coefficient was found to affect the structural response at 0.2 g
design level as well as at 0.6 g over-design level. At the design level, it was
observed that elasticity modulus of concrete and additional masses on the
specimen determined as effective on the calculated results.
To derive the failure probabilities of this structure under various
earthquake forces for the given limit states, fragility curves were obtained.
Different seismic indicators such as PGA (Peak ground acceleration), PGV (Peak
ground velocity), PGD (Peak ground displacement) and CAV (Cumulative
absolute velocity) were used as seismic indicators and MISD (Maximum interstory
drift) were used as damage indicator for fragility curves. In all 30 time
history analyses were done. Regression analyses using least squares method were
performed to determine the median capacity and its deviation.
Correlation coefficients of the time history data versus fitted curves
obtained from the regression analyses changes between 0.65 and 0.99. The lower
cases were for PGD- MISD graphs. The scatter of the fragility curves calculated
for each damage limit was slightly wider. HAZUS MH MR1 (2003) damage
states were also used for the calculation of the fragility curves and compared with
the SMART 2008 damage states.
| Identifer | oai:union.ndltd.org:METU/oai:etd.lib.metu.edu.tr:http://etd.lib.metu.edu.tr/upload/12613542/index.pdf |
| Date | 01 August 2011 |
| Creators | Akansel, Vesile Hatun |
| Contributors | Gulkan, Polat |
| Publisher | METU |
| Source Sets | Middle East Technical Univ. |
| Language | English |
| Detected Language | English |
| Type | M.S. Thesis |
| Format | text/pdf |
| Rights | To liberate the content for public access |
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