@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 {684,
	title = {Strength, deformation capacity and failure mode of RC walls in cyclic loading},
	booktitle = {4th International fib Congress and Exhibition},
	year = {2014},
	address = {Mumbai, India},
	abstract = {A database of 621 cyclic tests of RC walls is utilized to evaluate past models for the cyclic strength and deformation capacity of the wall and to develop/calibrate new ones. From the observed damage the failure mode is classified as in flexure, diagona
l tension or compression before or after flexural yielding, or in sliding shear. Past models being evaluated on the basis of the tests include models proposed by two of the authors and adopted in Eurocode 8-Part 3 and/or MC2010 for (a) flexural strength, (b) the cyclic shear strength after flexural yielding (as affected by the imposed ductility demand) and (c) the cyclic chord rotation capacity in flexure. Walls with height-to-length ratio less than 1.2 are considered separately, as their shear failure requires different models: past models are commented and a new one proposed and calibrated on the basis of 130 cyclic tests of squat walls. Past models for sliding shear strength are evaluated and modified on the basis of 29 cyclic tests with that failure mode: a new model is proposed for the possibility of uncontrolled sliding during a load reversal at a point in time when the flexural crack at the base is open throughout the section and only dowel action of the still elastic vertical bars is available to resist the shear force. There is good agreement of the predicted cyclic strength and/or deformation capacity per failure mode; the prediction of the most likely mode in the tests of the database is also satisfactory.},
	author = {Grammatikou, S and Biskinis, D and Fardis, MichaelN}
}
