Evaluation of inelastic response of 3D single-story R/C frames under bi-directional excitation using different orientation schemes

The aim of the present paper is to evaluate by means of nonlinear dynamic analysis four different procedures for the selection of sectional forces needed for the design of R/C frames. For this purpose, a single-story building is designed using four different procedures to select the sets of internal forces needed for the calculation of longitudinal reinforcement. All the four procedures are based on the results of linear response history analysis. Nonlinear dynamic analyses under 16 bi-directional ground motions are performed for 4 different seismic intensity levels. The two horizontal accelerograms of each ground motion are applied along horizontal orthogonal axes forming with the structural axes several incident angles. The results of this study demonstrate that one of the investigated procedures that takes into account the critical seismic angle is more efficient for the design of R/C frame elements.

[1]  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 .

[2]  Joseph Penzien,et al.  CHARACTERISTICS OF 3-DIMENSIONAL EARTHQUAKE GROUND MOTIONS , 1974 .

[3]  S. L. Dimova,et al.  Seismic assessment of an industrial frame structure designed according to Eurocodes. Part 2: Capacity and vulnerability , 2005 .

[4]  N. Null.  Seismic Rehabilitation of Existing Buildings , 2007 .

[5]  Martin S. Williams,et al.  Seismic assessment of concrete bridges using inelastic damage analysis , 1997 .

[6]  Anaxagoras Elenas,et al.  Correlation between seismic acceleration parameters and overall structural damage indices of buildings , 2000 .

[7]  M. Sürmeli,et al.  Failure analysis of one-story precast structures for near-fault and far-fault strong ground motions , 2010 .

[8]  Venera Vukašinović,et al.  Improvement of nonlinear static seismic analysis that promotes FEMA 440 , 2007 .

[9]  Gregory A. MacRae,et al.  Three-Dimensional Steel Building Response to Near-Fault Motions , 2000 .

[10]  Asimina Athanatopoulou,et al.  Sectional forces for seismic design of R/C frames by linear time history analysis and application to 3D single-story buildings , 2011 .

[11]  Nikos D. Lagaros,et al.  Multicomponent incremental dynamic analysis considering variable incident angle , 2010 .

[12]  Giorgio Monti,et al.  Nonlinear Response of Two-Way Asymmetric Single-Story Building under Biaxial Excitation , 2011 .

[13]  Homayoon E. Estekanchi,et al.  CORRELATION BETWEEN STRUCTURAL PERFORMANCE LEVELS AND DAMAGE INDEXES IN STEEL FRAMES SUBJECTED TO EARTHQUAKES , 2009 .

[14]  A. M. Athanatopoulou,et al.  SELECTION OF SECTIONAL FORCES FOR DESIGNING R / C FRAMES ANALYSED BY TIME HISTORY ANALYSIS , 2008 .

[15]  A. Ang,et al.  Mechanistic Seismic Damage Model for Reinforced Concrete , 1985 .

[16]  Masanobu ShinozukaPrincipal Investigator.  Earthquake Engineering Research Center , 2014 .

[17]  Ricardo A. Medina,et al.  Influence of angle of incidence on seismic demands for inelastic single-storey structures subjected to bi-directional ground motions , 2007 .

[18]  Y. K. Wen,et al.  Damage-Limiting Aseismic Design of Buildings , 1987 .

[19]  Asimina Athanatopoulou,et al.  Critical orientation of three correlated seismic components , 2005 .

[20]  Comité euro-international du béton,et al.  CEB/FIP manual on bending and compression : design of sections under axial action effects at the ultimate limit state , 1982 .

[21]  Chanakya Arya,et al.  Buckling resistance of unstiffened webs , 2009 .

[22]  Nikos D. Lagaros,et al.  The impact of the earthquake incident angle on the seismic loss estimation , 2010 .

[23]  C. V. Anderson,et al.  The Federal Emergency Management Agency (FEMA) , 2002 .

[24]  J. V. Amiri,et al.  Assessment of Reinforced Concrete Buildings with Shear Wall Based on Iranian Seismic Code (Third Edition) , 2008 .