GNGTS 2019 - Atti del 38° Convegno Nazionale

356 GNGTS 2019 S essione 2.2 Conclusion. An ongoing activity on seismic vulnerability assessment of small earth dams has been presented. Starting from a simplified method based on the quick compilation of data sheets, where a reduced number of parameters deriving from in situ survey and documents are collected, the first steps toward an advanced tools to evaluate the seismic vulnerability of these structures built on Franch-Italy Alps have been shown. This study will contribute to the development of an operational tool for calculating the overall performance of the earth dams in these alpine regions. Acknowledgments. The activity presented in the paper is part of the ReSba project sponsored by the European fund for regional development (Interreg-ALCOTRA) for the French-Italian Alps area. A special thank goes to Cristina Etna, Damiano Federico, and Linda Fazio, three master students who worked actively in the definition and application of this study. Finally, we thank R. Del Vesco, D. Patrocco, G. Bodrato and S. La Monica from Piedmont Region Administration for their availability and support. References Abrahamson N.A. and Silva W.J.; 1996. Empirical ground motion models. Report prepared for Brookhaven National Laboratory, New York, NY Blake, T., Hollingsworth, R. and Stewart, J.; 2002. Recommended procedures for implementation of DMG. Special Publication 117 guidelines for analyzing and mitigating landslide hazards in California. ASCE Los Angeles Section Geotechnical Group. California Geological Survey. Ministero delle Infrastrutture e Trasporti; 2014. Norme Tecniche per la Progettazione e la Costruzione degli Sbarramenti di Ritenuta (dighe e traverse). Decreto 26/06/2014. Gazzetta Ufficiale Serie Gen. N. 156 del 08/07/2014. Ministero delle infrastrutture e Trasporti; 2018. Aggiornamento delle « Norme tecniche per le costruzioni » . Decreto 17/01/2018. Gazzetta Ufficiale Serie Gen. N. 42 del 20/02/2018. Swaisgood, J. R.; 2003. Embankment dam deformations caused by earthquakes. In 7th Pacific Conference on Earthquake Engineering, Christchurch, New Zealand. Table 2 - Model parameters. Layer Deep (m) V S (m/s) G (MPa) ϕ (°) c’ (KPa) Dam 1 2 150 45.0 21 12 Dam 2 6 160 51.2 21 12 Foundation 1 17 165 54.5 21 12 Foundation 2 38 350 245.0 30 - Foundation 3 44 600 720 35 - Bedrock 50 > 800 1540 - - EVALUATION OF STRUCTURAL CAPACITY IN THE CASE OF TIME-DEPENDENT POINT-SOURCES H. Dabiri, A. Dall’Asta, E. Tondi, M. Morici University of Camerino, Camerino, Italy Introduction. Risk assessment basis on a prediction of possible hazardous events, in terms of recurrence in time, and is oriented to the estimation of potential consequences, considering potential sources of uncertainty. In this paper, attention is focused on the probability of construction failure (consequence) due to a strong earthquake (event) . Generally this type of risk analysis is developed within the context of the PEER framework (Porter, 2003) and the