Analysis of first building retrofitted to EN-Eurocode 8 versus performance under near-design-level earthquake

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• 作者：Michael N. Fardis ; Eftychia Liosatou…
• 关键词：Eurocode 8 ; Nonlinear dynamic analysis ; Seismic assessment ; Seismic damage ; Seismic evaluation ; Seismic rehabilitation ; Seismic retrofitting
• 刊名：Bulletin of Earthquake Engineering
• 出版年：2015
• 出版时间：September 2015
• 年：2015
• 卷：13
• 期：9
• 页码：2567-2590
• 全文大小：5,158 KB
• 参考文献：AUTH-ITSAK-OASP (1996) Influence of local soil conditions, geomorphology and dynamic soil-foundation-structure interaction on the records of the national strong motion network. Final report. Aristotle University & Institute of Engineering Seismology and Earthquake Resistant Structures. Thessaloniki (in Greek)
  Biskinis DE, Fardis MN (2010a) Deformations at flexural yielding of members with continuous or lap-spliced bars. Struct Concr 11(3):127-38
  Biskinis DE, Fardis MN (2010b) Flexure-controlled ultimate deformations of members with continuous or lap-spliced bars. Struct Concr 11(2):93-08View Article
  Biskinis DE, Roupakias G, Fardis MN (2004) Degradation of shear strength of RC members with inelastic cyclic displacements. ACI Struct J 101(6):773-83
  CEN (2004) European Standard EN 1998-1:2004 Eurocode 8: Design of structures for earthquake resistance—part 1: General, seismic actions, rules for buildings. Comite Europeen de Normalisation, Brussels
  CEN (2005) European Standard EN 1998-3:2005 Eurocode 8: Design of structures for earthquake resistance—Part 3: Assessment and retrofitting of buildings. Comite Europeen de Normalisation, Brussels
  Kosmopoulos A, Bousias SN, Fardis MN (2007) Seismic rehabilitation of a theater facility according to Eurocode 8 using CFRPs. In: 8th International Symposium on Fiber Reinforced Polymer Reinforcement for Concrete Structures (FRPRCS-8), Patras
  Otani S (1974) Inelastic analysis of R/C frame structures. ASCE J Struct Div 100(ST7):1433-449
  Papazachos BC (1996) Large seismic faults in the Hellenic arc. Annali di Geofisica 39(5):891-03
  Papazachos BC, Papazachou C (1997) The earthquakes of Greece. Ziti Publishings, Thessaloniki
  Scordilis EM, Karakaisis GF, Karakostas BG, Panagiotopoulos DG, Comninakis PE, Papazachos BC (1985) Evidence for transform faulting in the Ionian sea: the Cephalonia island earthquake sequence of 1983. Pure Appl Geophys 123:388-97View Article
  SHARE project (http://?www.?share-eu.?org/-/span> )
  Theodoulidis N, Margaris B, Papaioannou C et al (2014) The Kefalonia earthquake (M: 6.1) of January 26, 2014: Preliminary report. Institute of Engineering Seismology and Earthquake Resistant Structures (ITSAK), Thessaloniki (in Greek)
  
• 作者单位：Michael N. Fardis (1)
  Eftychia Liosatou (1)
  Antonis J. Kosmopoulos (1)
  
  1. Department of Civil Engineering, University of Patras, 26504, Patras, Greece
  
• 刊物类别：Earth and Environmental Science
• 刊物主题：Earth sciences
  Geotechnical Engineering
  Civil Engineering
  Geophysics and Geodesy
  Hydrogeology
  Structural Geology
  
• 出版者：Springer Netherlands
• ISSN：1573-1456

文摘

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’s operation, accessibility to the foundation only along the building perimeter, no change to the fa?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.