PSI - Issue 64

Patrick Covi et al. / Procedia Structural Integrity 64 (2024) 1774–1781 Patrick Covi and Nicola Tondini./ Structural Integrity Procedia 00 (2019) 000 – 000

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Fig. 9. Fragility functions for the beam limit state as a function of Sa: (a) fragility curves; (b) fragility surface.

5. Conclusions The paper presented fragility functions and the post-earthquake fire performance of a four-story five-bay steel frame using a probabilistic FFE framework. Damage to non-structural components were considered using seismic fragility functions documented in the existing literature. The results showed that about 167 analyses, out of 189 randomly generated cases, experienced FFE events. The outcomes of the probabilistic analyses were employed to generate fragility functions, which assess the likelihood of exceeding a damaged state given an intensity measure within the context of FFE. A higher probability of exceedance of reaching the collapse limit state with shorter times to collapse was observed when the structure was subjected to higher values of spectral acceleration. This study provided some insights into the performance of steel moment-resisting buildings subjected to FFE. Future research will include the analysis of protected steel MRF. Acknowledgements The Italian Ministry of Education Universities and Research (MIUR) in the framework of the project DICAM-EXC (Departments of Excellence 2023-2027, grant L232/2016) is gratefully acknowledged. References ASCE 7- 10 (2010). “Minimum design loads for buildings and other structures”. American Society of Civil Engineers. Botting, R. (1998). “The Impact of Post - Earthquake Fire on the Built Urban Environment”. Fire Engineering Report 98/1, University of Canterbury . CEN (2002): EN 1991-1- 2 “Eurocode 1: Actions on structures - Part 1-2: General actions - Actions on structures exposed to fire”. Covi, P., Tondini, N., Sarreshtehdari, A., & Elhami-Khorasani, N. (2023). Development of a novel fire following earthquake probabilistic framework applied to a steel braced frame. Structural Safety, 105, 102377. Covi, P., Tondini, N., Sarreshtehdari, A., & Elhami-Khorasani, N. (2024). Fires Following Earthquake Fragility Functions for Protected Steel Braced Frames. Fire Technology, 1-30. Elkady, A., & Lignos, D. G. (2014). Modeling of the composite action in fully restrained beam‐to‐column connections: implications in the seismic design and collapse capacity of steel special moment frames. Earthquake Engineering & Structural Dynamics, 43(13), 1935-1954. Elhami- Khorasani N and Garlock MEM. (2017) “Overview of fire following earthquake: historical events and community responses”, Inter national Journal of Disaster Resilience in the Built Environment. Federal Emergency Management Agency (FEMA) (2008): “FEMA P - 695, Quantification of Building Seismic Performance Factors”. FEMA, (2000), “Prestandard and commentary for the seismic rehabilitation of buildings,” Kircher, C., Deierlein, G., Hooper, J., Krawinkler, H., Mahin, S., Shing, B., & Wallace, J. (2010). Evaluation of the FEMA P-695 methodology for quantification of building seismic performance factors. NHK (2024) Japan Broadcasting Corporation “ About 200 buildings were burnt due to fire around Ishikawa Wajima Asaichi Dori" Scawthorn C, Eidinger JM, Schiff A. (2005) “Fire following earthquake”. Technical Council on Lifeline Earthquake Engineering Monograph. Timothy D. Ancheta, Robert B. Darragh, Jonathan P. Stewart, Emel Seyhan, Walter J. Silva, Brian S.J. Chiou, Katie E. Wooddell, Rob-ert W. Graves, Albert R. Kottke, David M. Boore, Tadahiro Kishida, and Jennifer L. Donahue, 2013, PEER 2013/03 “PEER NGA -West2 Database Ueno, J., Takada, S., Ogawa, Y., Matsumoto, M., Fujita, S., Hassani, N., & Ardakani, F. S. (2004). Research and development on fragility of components for the gas distribution system in Greater Tehran, Iran. Conferene Proceedings, in Proc. 13th WCEE, Vancouver, BC Canada.