@article {683,
	title = {Analysis of first building retrofitted to EN-Eurocode 8 versus performance under near-design-level earthquake},
	journal = {Bulletin of Earthquake Engineering},
	volume = {13},
	year = {2015},
	pages = {2590},
	chapter = {2567},
	abstract = {A ground motion with a PGA of 0.39 g, above the 475-year design earthquake specified in the Greek seismic code and the National Annex to Eurocode 8, was recorded about 100 m from the municipal theatre of Argostoli, the capital of the Ionian island of Kefalonia. The building, the largest in volume in the town, was designed and constructed to the 1959 seismic code for lateral loads (about 30 \% of those specified today). Suffering also from severe reinforcement corrosion and poor concrete quality, it provided the ground to apply for the first time (in 2005) Part 3 of Eurocode 8 for seismic assessment and retrofitting. The assessment based on nonlinear dynamic analysis showed that the buidling was deficient even under ground motions with PGA less than 0.05 g. Alongside the need to tackle corrosion, the design of the retrofitting had to face several constraints and requirements: minimal disruption of the facility{\textquoteright}s operation, accessibility to the foundation only along the building perimeter, no change to the fa{\c c}ade and minimal intervention to the other lateral sides. A very cost-effective retrofitting was designed, employing: (a) one-sided RC or fibre-reinforced polymer (FRP) overlays and two new walls at the perimeter, (b) connection of the two structurally independent and torsionally imbalanced units of the building in a single structure, and (c) one-sided FRP jacketing of selected interior elements. Less than 7 years after the works were completed, the building went unscathed through a Magnitude 6.1 earthquake. Serious damage was limited to four nonstructural masonry infill panels at the penthouse, which, according to the retrofit design, could be sacrificed, so as to protect vulnerable structural elements that could not be retrofitted in the first place. Nonlinear dynamic analyses of the response of the retrofitted building to the recorded ground motions are in agreement with the observed performance. They show also that, had the as-built facility not been retrofitted, it might have collapsed in the earthquake.},
	keywords = {Eurocode 8, Nonlinear dynamic analysis, Seismic assessment, Seismic damage, Seismic evaluation, Seismic rehabilitation, Seismic retrofitting},
	issn = {1570-761X},
	doi = {10.1007/s10518-015-9740-3},
	url = {http://dx.doi.org/10.1007/s10518-015-9740-3},
	author = {Fardis, MichaelN and Liosatou, Eftychia and Kosmopoulos, Antonis}
}
@conference {689,
	title = {First building retrofitted to EN-Eurocode 8 tested by near-design-level-earthquake},
	booktitle = {fib Symposium: {\textquotedblleft}Innovation and Design{\textquotedblright}},
	year = {2015},
	address = {Copenhagen, Denmark},
	abstract = {<p class="Indent">The theatre building in the main town of Kefalonia, designed to the 1959 seismic code for lateral loads about 30\% of those specified today and suffering from reinforcement corrosion, was apparently the first application of Part 3 of Eurocode 8 for seismic assessment and retrofitting. Nonlinear dynamic analyses have shown that it could not survive earthquakes with peak ground acceleration (PGA) of about 0.05g. The retrofitting faced several constraints: minimal disruption of operation, access to the foundation only at the perimeter, no change to the fa{\c c}ade and minimal intervention to the other sides, by employing at the perimeter one-sided RC or FRP overlays and two new walls, connection of the two structurally independent and torsionally imbalanced units of the building into a single one and one-sided FRP jackets at selected interior elements. Less than seven years later the building was subjected to an earthquake with a PGA of 0.39g. Damage was serious only in nonstructural masonry at the penthouse. Nonlinear dynamic analyses of the retrofitted or the original building agree with the observed performance and show that, had the building not been retrofitted, it would have collapsed.</p>},
	author = {Fardis, ΜΝ and Liossatou, E and Kosmopoulos, A}
}
@article {687,
	title = {Residual displacements of RC structures as SDOF systems},
	journal = {Earthquake Engineering and Structural Dynamics},
	volume = {44},
	year = {2014},
	pages = {713-734},
	abstract = {<p>Residual displacements are sensitive to ground motion details, hence more random than peak inelastic displacements. Among the factors with systematic impact on residual displacements, the post-yield-stiffness-ratio has been studied thoroughly; its effects are not investigated further. Concerning another important factor, the hysteresis law, past studies have focused on the bilinear model, which does not represent concrete structures. Residual displacements from nonlinear response-history analyses of bilinear systems are compared to those from models tuned to concrete structures, conforming to modern codes, deficient or intermediate. Deficient-type structures, with their narrow, almost self-centering hysteresis loops, develop markedly smaller residual displacements than those with stable energy-dissipating behavior. A velocity pulse in the motion increases peak inelastic and residual displacements by about the same proportion. As a fraction of the peak inelastic or spectral displacement, residual displacements are on average almost independent of the period and increase when the lateral strength ratio increases, reaching a limit at a lateral strength ratio of 2 to 5. Peak inelastic displacements are a better basis for estimation of residual displacements than spectral ones: the ratio of the two is almost independent of the period, the lateral strength ratio (beyond values of 2 to 3) and velocity pulses. The spectrum of the ratio of residual displacement to peak inelastic or spectral displacement is considered as a random process of period; its mean and variance functions, marginal probability distributions and autocorrelation functions are given in terms of the lateral strength ratio, the hysteresis model and the presence of a velocity pulse.</p>},
	keywords = {concrete structures, hysteresis models, permanent seismic displacements, pulse-type ground motion, residual seismic displacements, seismic response spectra},
	doi = {DOI: 10.1002/eqe.2483},
	url = {http://onlinelibrary.wiley.com/doi/10.1002/eqe.2483/abstract},
	author = {Liossatou, Ε and Fardis, MN}
}
