Nonlinear seismic performance of beam-through steel frames with self-centering modular panel and replaceable hysteretic dampers

Abstract In this numerical simulation study, the nonlinear seismic performance of a new type of seismic resisting modular panel termed SCMP-RHDs (self-centering modular panels with replaceable hysteretic dampers) is investigated and presented. A one-story SCMP-RHD modular panel can be prefabricated in shop and inserted into building frame bays on site. The focus of this study is to look into the nonlinear seismic behavior and effectiveness of SCMP-RHDs systems with different designs in seismic response control when applied to multi-story buildings with steel beam-through steel frames (BTSFs). Both analytical formulation and numerical simulation study results show that SCMP-RHDs panels can be designed to exhibit a flag-shaped hysteresis loop and their energy dissipation capacity can be adjusted through separate design of RHD devices. Two prototype buildings with 3-story and a 6-story steel frames respectively, were designed in this study for a site located in Los Angeles, California. Numerical simulation models are validated by comparing finite element (FE) models with corresponding analytical models. Nonlinear time history analysis of the two prototype buildings subjected to an ensemble of 20 earthquake ground motion records reveals that the prototype buildings can re-center after strong earthquakes and plasticity induced damage can be confined to RHDs in the structures through careful design.

[1]  Matthew R. Eatherton,et al.  Self-Centering Seismic Lateral Force Resisting Systems: High Performance Structures for the City of Tomorrow , 2014 .

[2]  Matthew R. Eatherton,et al.  Self-Centering Beams with Resilient Seismic Performance , 2014 .

[3]  Richard Sause,et al.  Experimental Study of a Self-Centering Beam–Column Connection with Bottom Flange Friction Device , 2009 .

[4]  Wei Wang,et al.  Cyclic behavior of connections equipped with NiTi shape memory alloy and steel tendons between H-shaped beam to CHS column , 2015 .

[5]  Bradley W. Penar,et al.  Recentering Beam-Column Connections Using Shape Memory Alloys , 2005 .

[6]  Matthew R. Eatherton,et al.  Residual Drifts of Self-Centering Systems Including Effects of Ambient Building Resistance , 2011 .

[7]  Songye Zhu,et al.  Seismic behaviour of self‐centring braced frame buildings with reusable hysteretic damping brace , 2007 .

[8]  Stephanie E. Chang,et al.  Direct Economic Losses in the Northridge Earthquake: A Three-Year Post-Event Perspective , 1998 .

[9]  Chung-Che Chou,et al.  Seismic design and shake table tests of a steel post‐tensioned self‐centering moment frame with a slab accommodating frame expansion , 2011 .

[10]  Chongdu Cho,et al.  Feasibility study on a self-centering beam-to-column connection by using the superelastic behavior of SMAs , 2007 .

[11]  Wei Wang,et al.  Full-Scale Cyclic Testing of Self-Centering Modular Panels for Seismic Resilient Structures , 2018 .

[12]  Wei Wang,et al.  Seismic Behavior of Self-Centering Modular Panel with Slit Steel Plate Shear Walls: Experimental Testing , 2018 .

[13]  Junxian Zhao,et al.  Earthquake resilient RC walls using shape memory alloy bars and replaceable energy dissipating devices , 2019, Smart Materials and Structures.

[14]  L. Tong,et al.  Experimental and Analytical Investigation of D-Type Self-Centering Steel Eccentrically Braced Frames with Replaceable Hysteretic Damping Devices , 2019, Journal of Structural Engineering.

[15]  Richard Sause,et al.  Experimental studies of full-scale posttensioned steel connections , 2005 .

[16]  Bin Wang,et al.  High-performance self-centering steel columns with shape memory alloy bolts: Design procedure and experimental evaluation , 2019, Engineering Structures.

[17]  null null,et al.  Minimum Design Loads and Associated Criteria for Buildings and Other Structures , 2017 .

[18]  Roberto T. Leon,et al.  Steel Beam-Column Connections using Shape Memory Alloys , 2004 .

[19]  Hyung J. Kim,et al.  Friction Damped Posttensioned Self-Centering Steel Moment-Resisting Frames , 2008 .

[20]  Robert Tremblay,et al.  Self-Centering Energy Dissipative Bracing System for the Seismic Resistance of Structures: Development and Validation , 2008 .

[21]  H. Krawinkler,et al.  The Mexico Earthquake of September 19, 1985—Behavior of Steel Buildings , 1989 .

[22]  Jeffrey W. Berman,et al.  Subassembly testing and modeling of self-centering steel plate shear walls , 2013 .

[23]  Yunfeng Zhang,et al.  Nonlinear seismic performance of Y-type self-centering steel eccentrically braced frame buildings , 2019, Engineering Structures.

[24]  Matthew R. Eatherton,et al.  Development and experimental validation of a nickel–titanium shape memory alloy self-centering buckling-restrained brace , 2012 .

[25]  Jeffrey W. Berman,et al.  Experimental Investigation of Self-Centering Steel Plate Shear Walls , 2012 .

[26]  M. J. Nigel Priestley,et al.  Overview of PRESSS Research Program , 1991 .

[27]  Chung-Che Chou,et al.  Development of floor slab for steel post-tensioned self-centering moment frames , 2011 .

[28]  Keh‐Chyuan Tsai,et al.  Design of Steel Triangular Plate Energy Absorbers for Seismic-Resistant Construction , 1993 .

[29]  Richard Sause,et al.  CYCLIC LOAD TESTS AND ANALYSIS OF BOLTED TOP-AND-SEAT ANGLE CONNECTIONS , 2003 .

[30]  M. J. N. Priestley,et al.  The PRESSS program : Current status and proposed plans for phase III , 1996 .

[31]  Michel Bruneau,et al.  Seismic design of steel buildings: Lessons from the 1995 Hyogo-ken Nanbu earthquake , 1996 .

[32]  Jeffrey W. Berman,et al.  Seismic Design and Performance of Self-Centering Steel Plate Shear Walls , 2012 .

[33]  Michel Bruneau,et al.  Performance of steel structures during the 1994 Northridge earthquake , 1995 .

[34]  Wei Wang,et al.  Experimental Investigation of Beam-Through Steel Frames with Self-Centering Modular Panels , 2017 .

[35]  Richard Sause,et al.  An overview of self-centering steel moment frames , 2009 .

[36]  Tak-Ming Chan,et al.  Seismic performance of beam–column joints with SMA tendons strengthened by steel angles , 2015 .

[37]  Michel Bruneau,et al.  NewZ-BREAKSS: Post-tensioned Rocking Connection Detail Free of Beam Growth , 2011 .

[38]  William T. Holmes,et al.  The 1997 NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures , 2000 .