Floor response spectra in RC frame structures designed according to Eurocode 8

Nonstructural components (NSCs) should be subjected to a careful and rational seismic design, in order to reduce the economic loss and to avoid threats to the life safety, as well as what concerns structural elements. The design of NSCs is based on the evaluation of the maximum inertia force, which is related to the floor spectral accelerations. The question arises as to whether Eurocode 8 is able to predict actual floor response spectral accelerations occurring in structures designed according to Eurocode 8. A parametric study is conducted on five RC frame structures in order to evaluate the floor response spectra. The structures, designed according to Eurocode 8, are subjected to a set of earthquakes, compatible with the design response spectrum. Time-history analyses are performed both on elastic and inelastic models of the considered structures. Eurocode formulation for the evaluation of the seismic demand on NSCs does not well fit the numerical results. Some comments on the target spectrum provided by AC 156 for the seismic qualification of NSC are also included.

[1]  José I. Restrepo,et al.  Earthquake‐induced floor horizontal accelerations in buildings , 2002 .

[2]  Roberto Villaverde,et al.  Effect of Building Nonlinearity on Seismic Response of Nonstructural Components: A Parametric Study , 2008 .

[3]  M. Fardis,et al.  Designer's guide to EN 1998-1 and en 1998-5 Eurocode 8: Design of structures for earthquake resistance; general rules, seismic actions, design rules for buildings, foundations and retaining structures/ M.Fardis[et al.] , 2005 .

[4]  Giuseppe Maddaloni,et al.  Seismic Performance Evaluation of Plasterboard Partitions via Shake Table Tests , 2014 .

[5]  Gennaro Magliulo,et al.  The Emilia Earthquake: Seismic Performance of Precast Reinforced Concrete Buildings , 2014 .

[6]  Eduardo Miranda,et al.  Approximate Floor Acceleration Demands in Multistory Buildings. II: Applications , 2005 .

[7]  Arun Menon,et al.  Definition of Seismic Input for Out-of-Plane Response of Masonry Walls: II. Formulation , 2011 .

[8]  Tatjana Isaković,et al.  Seismic shear force magnification in RC cantilever structural walls, designed according to Eurocode 8 , 2011, Bulletin of Earthquake Engineering.

[9]  R. Medina,et al.  Acceleration response modification factors for nonstructural components attached to inelastic moment‐resisting frame structures , 2007 .

[10]  Arash E. Zaghi,et al.  Floor Accelerations in Yielding Special Moment Resisting Frame Structures , 2013 .

[11]  Gaetano Manfredi,et al.  Shake table tests for seismic assessment of suspended continuous ceilings , 2012, Bulletin of Earthquake Engineering.

[12]  Gaetano Manfredi,et al.  Shake Table Tests for the Seismic Assessment of Hollow Brick Internal Partitions , 2014 .

[13]  Curt B. Haselton,et al.  Assessing seismic collapse safety of modern reinforced concrete moment frame buildings , 2006 .

[14]  C. Allin Cornell,et al.  Earthquakes, Records, and Nonlinear Responses , 1998 .

[15]  Paolo Bazzurro,et al.  Floor Response Spectra for Bare and Infilled Reinforced Concrete Frames , 2014 .

[16]  Giuseppe Maddaloni,et al.  Comparison between non-linear dynamic analysis performed according to EC8 and elastic and non-linear static analyses , 2007 .

[17]  Angelo D'Ambrisi,et al.  Use of Pushover Analysis for Predicting Seismic Response of Irregular Buildings: A Case Study , 2009 .

[18]  Samit Ray-Chaudhuri,et al.  Effect of Nonlinearity of Frame Buildings on Peak Horizontal Floor Acceleration , 2011 .

[19]  Roberto Villaverde,et al.  Seismic Design of Secondary Structures: State of the Art , 1997 .

[20]  Stephen A. Mahin,et al.  Seismic Response of Light Subsystems on Inelastic Structures , 1985 .

[21]  Mahendra P. Singh,et al.  Seismic Design Forces. II: Flexible Nonstructural Components , 2006 .

[22]  Giuseppe Maddaloni,et al.  Effect of the Seismic Input on Non-Linear Response of R/C Building Structures , 2012 .

[23]  Eduardo Miranda,et al.  Approximate Floor Acceleration Demands in Multistory Buildings. I: Formulation , 2005 .

[24]  T. T. Soong,et al.  Seismic response of secondary systems , 1988 .

[25]  J. Mander,et al.  Theoretical stress strain model for confined concrete , 1988 .

[26]  A W Beeby,et al.  CONCISE EUROCODE FOR THE DESIGN OF CONCRETE BUILDINGS. BASED ON BSI PUBLICATION DD ENV 1992-1-1: 1992. EUROCODE 2: DESIGN OF CONCRETE STRUCTURES. PART 1: GENERAL RULES AND RULES FOR BUILDINGS , 1993 .

[27]  Mahendra P. Singh,et al.  Seismic Design Forces. I: Rigid Nonstructural Components , 2006 .

[28]  Crescenzo Petrone,et al.  Inelastic seismic shear in multi-storey cantilever columns , 2011 .

[29]  Luis Ibarra,et al.  Hysteretic models that incorporate strength and stiffness deterioration , 2005 .

[30]  Giuseppe Maddaloni,et al.  Shake Table Tests on Infill Plasterboard Partitions , 2012 .

[31]  Ioannis Politopoulos.  Floor Spectra of MDOF Nonlinear Structures , 2010 .

[32]  Vojko Kilar,et al.  Effects of Horizontal and Vertical Mass-Asymmetric Distributions on the Seismic Response of a High-Rack Steel Structure , 2012 .

[33]  Panagiotis G. Asteris,et al.  Send Orders of Reprints at Reprints@benthamscience.org Numerical Investigation of the Effect of Infill Walls on the Structural Response of Rc Frames , 2022 .

[34]  J. Douglas,et al.  Internet site for European strong-motion data , 2004 .

[35]  Curt B. Haselton,et al.  Seismic Collapse Safety and Behavior of Modern Reinforced Concrete Moment Frame Buildings , 2007 .

[36]  A. Zaghi,et al.  Seismic Fragility of Suspended Ceiling Systems , 2012 .

[37]  P. E. Saeed Fathali,et al.  Evaluation of current seismic design equations for nonstructural components in tall buildings using strong motion records , 2011 .

[38]  Ricardo A. Medina,et al.  Floor response spectra for light components mounted on regular moment-resisting frame structures , 2006 .