Abstract
In this study, two RC frame structures having five stories and nine stories, respectively are designed using the current Romanian seismic code. The seismic performance is evaluated by integrating the site-specific seismic hazard with the structural fragility. The results show, as expected, a large scatter in the values of the collapse annual rates. The smallest annual collapse rates correspond to sites under the influence of shallow crustal seismic sources, while the largest ones are observed in sites under the influence of the Vrancea intermediate-depth seismic source. In addition, based on the results obtained, a larger seismic risk can be associated to the five-story structure. The study also shows that it is vital to develop a seismic hazard model that captures the long-period spectral amplifications observed at sites in southern Romania.
Highlights
The seismic hazard of southern and eastern Romania is dominated by the Vrancea intermediatedepth seismic source, while the sites situated in the western part of the country are mostly influence by the local shallow seismic sources
This paper focuses on the evaluation of seismic performance for two reinforced concrete (RC) frame structures designed for the seismic conditions of Romania
The annual collapse rate is obtained as the convolution between the fragility and the seismic hazard, which is the approach used in many studies in the literature (e.g., Jalayer et al, 2007; Douglas et al, 2013)
Summary
The recent results obtained within the recently finalized RINTC project in Italy (Iervolino et al, 2017) show annual collapse rates of code-conforming structures which can reach values in excess of 10−3 for L’Aquila which has the highest seismic hazard level among the five considered sites and can be lower than 10−5 for the least hazardous site among the ones considered (Milano).On the other hand, Luco et al (2007) have proposed an annual collapse probability of 10% for the ground motion parameter with a mean return period of 2,475 years (e.g., a 10% collapse probability for the code-conforming structures). Liel et al (2009) have highlighted the influence of the modeling uncertainties and of the height on the resulting annual collapse risk. The curves which have the largest base shear force capacity correspond to the sites characterized by the largest values of the design peak ground acceleration (i.e., 0.4 g) and control period TC (i.e., 1.6 s).
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