Energy factors of trilinear SDOF systems representing damage-control buildings with energy dissipation fuses subjected to near-fault earthquakes

Abstract This paper presents the energy factor of trilinear single-degree-of-freedom (SDOF) systems representing low-to-medium rise damage-control buildings equipped with energy dissipation fuses under near-fault earthquake ground motions, and the focus is given to the ultimate stage of the systems. The hysteretic behaviour of a damage-control building structure with energy dissipation fuses is firstly idealised by the trilinear kinematic model, and the rationality of the trilinear idealisation is validated by the test result of a representative damage-control structure. Subsequently, the hysteretic law is assigned to SDOF systems and the seismic demand of the systems quantified by the energy factor is examined through extensive nonlinear dynamic analyses with an ensemble of near-fault earthquake ground motions as input excitations. Based on the statistical investigations of more than twenty-one (21) million inelastic spectral analyses of SDOF systems subjected to ground motions, the effect of the post-yielding stiffness ratios and the corresponding inelastic deformation range of the multiple yielding stages on the energy factor of the trilinear SDOF systems are examined in detail, and the corresponding empirical expressions for quantifying the energy factor demand are also developed. The observations of this work show that the energy factor of trilinear SDOF systems subjected to near-fault earthquake ground motions is appreciably influenced by the hysteretic parameters in multiple yielding stages, and engineers have sufficient flexibility to modulate the seismic energy balance of the system by adjusting these influential parameters. The proposed empirical expressions offer a practical tool for estimating the energy factor of a low-to-medium rise damage-control buildings equipped with energy dissipation fuses subjected to near-fault ground motions in the preliminary design phase.

[1]  Dipti Ranjan Sahoo,et al.  PERFORMANCE-BASED PLASTIC DESIGN METHOD FOR BUCKLING RESTRAINED BRACED FRAMES , 2010 .

[2]  Subhash C. Goel,et al.  Application of Energy Balance Concept in Seismic Evaluation of Structures , 2009 .

[3]  Michel Bruneau,et al.  Analytical Response and Design of Buildings with Metallic Structural Fuses. I , 2009 .

[4]  George D. Hatzigeorgiou,et al.  Inelastic displacement ratios for SDOF structures subjected to repeated earthquakes , 2009 .

[5]  Siddhartha Ghosh,et al.  Performance-based plastic design of steel plate shear walls , 2013 .

[6]  Chia-Ming Uang,et al.  Establishing R (or Rw) and Cd Factors for Building Seismic Provisions , 1991 .

[7]  A. R. Mirzagoltabar,et al.  Development of the performance based plastic design for steel moment resistant frame , 2015 .

[8]  Didier Pettinga,et al.  Effectiveness of simple approaches in mitigating residual deformations in buildings , 2007 .

[9]  G. MacRae,et al.  POST‐EARTHQUAKE RESIDUAL DISPLACEMENTS OF BILINEAR OSCILLATORS , 1997 .

[10]  Ke Ke,et al.  A dual-energy-demand-indices-based evaluation procedure of damage-control frame structures with energy dissipation fuses , 2017 .

[11]  Ke Ke,et al.  The energy factor of systems considering multiple yielding stages during ground motions , 2015 .

[12]  Anil K. Chopra,et al.  Dynamics of Structures: Theory and Applications to Earthquake Engineering , 1995 .

[13]  Constantin Christopoulos,et al.  Performance spectra based method for the seismic design of structures equipped with passive supplemental damping systems , 2013 .

[14]  Eduardo Miranda,et al.  Site-Dependent Strength-Reduction Factors , 1993 .

[15]  Masayoshi Nakashima,et al.  ENERGY INPUT AND DISSIPATION BEHAVIOUR OF STRUCTURES WITH HYSTERETIC DAMPERS , 1996 .

[16]  Subhash C. Goel,et al.  Performance‐based plastic design (PBPD) method for earthquake‐resistant structures: an overview , 2009 .

[17]  Yi Jiang,et al.  A modified approach of energy balance concept based multimode pushover analysis to estimate seismic demands for buildings , 2010 .

[18]  Subhash C. Goel,et al.  Performance-based design and collapse evaluation of Buckling Restrained Knee Braced Truss Moment Frames , 2014 .

[19]  Mamoru Iwata,et al.  Damage-Controlled Structures.I: Preliminary Design Methodology for Seismically Active Regions , 1997 .

[20]  Constantin Christopoulos,et al.  A procedure for generating performance spectra for structures equipped with passive supplemental dampers , 2013 .

[21]  Ahmad Heidari,et al.  Seismic performance improvement of Special Truss Moment Frames using damage and energy concepts , 2015 .

[22]  Michel Bruneau,et al.  Experimental Response of Buildings Designed with Metallic Structural Fuses. II , 2009 .

[23]  Yiyi Chen,et al.  Seismic performance of MRFs with high strength steel main frames and EDBs , 2016 .

[24]  Gregory A. MacRae,et al.  Residual Displacement Response Spectrum , 1998 .

[25]  George D. Hatzigeorgiou,et al.  Evaluation of maximum seismic displacements of SDOF systems from their residual deformation , 2011 .

[26]  George D. Hatzigeorgiou,et al.  Ductility demand spectra for multiple near- and far-fault earthquakes , 2010 .

[27]  A. Chopra,et al.  Inelastic Deformation Ratios for Design and Evaluation of Structures: Single-Degree-of- Freedom Bilinear Systems , 2004 .

[28]  Changhai Zhai,et al.  Constant Ductility Energy Factors for the Near-Fault Pulse-Like Ground Motions , 2017 .

[29]  George D. Hatzigeorgiou,et al.  Behavior factors for nonlinear structures subjected to multiple near-fault earthquakes , 2010 .

[30]  Mihailo D. Trifunac,et al.  A note on strength-reduction factors for design of structures near earthquake faults , 2008 .