Structural performance of the historic and modern buildings of the University of L’Aquila during the seismic events of April 2009

The ductility-based strength reduction factor for the mainshock–aftershock sequence-type ground motions

“…In the post-mainshock environment, it is impossible to repair the damaged structures before the occurrence of subsequent aftershocks due to the short intervals of time. The post-earthquake field reconnaissance (Elnashai et al 2009;Augenti and Parisi 2010;Ceci et al 2010;Jing et al 2011) has confirmed that the strong aftershocks have the potential to increase the damage levels of the structures for the additional damage. Nonetheless, to the authors' best knowledge, all the seismic design codes in the world are based on the single 'design earthquake' without taking into account the danger of aftershock.…”

Numerical calibration of an easy method for seismic behaviour assessment on large scale of masonry building aggregates

“…direction North-South (Fig. 35a) [24], with a maximum vertical dislocation of 25 cm and hypocentre depth of about 8.8 km.…”

Seismic rehabilitation of historical masonry buildings

“…All major cities are facing problems with a lack of space for new construction and a high number of buildings in deteriorated conditions -some of them presenting a severe risk of collapse, not only because of neglect in care but also due to damage by recent earthquakes -the 1986 Kalamata earthquake in Greece [1], the earthquake of 1998 in Bovec in Slovenia [2], or more recently, in 2009, the earthquake in L'Aquila, Italy [3].…”