Free from damage beam-to-column joints: Testing and design of DST connections with friction pads

Abstract Dealing with the seismic behavior of steel MRFs, in last decade, the adoption of dissipative partial-strength beam-to-column joints has started to be considered an effective alternative to the traditional design approach which, aiming to dissipate the seismic input energy at beam ends, suggests the use of full-strength joints. On the base of past experimental results, the use of dissipative Double Split Tee (DST) connections can be considered a promising solution from the technological standpoint, because they can be easily replaced after the occurrence of a seismic event. Nevertheless, their dissipation supply under cyclic loads has been demonstrated to be characterized by significant pinching and strength degradation which undermine the energy dissipation capacity. The need to overcome these drawbacks to gain competitive technological solutions has suggested an innovative approach based on the integration of beam-to-column joints by means of friction dampers located at the beam flange level. Therefore, the use of partial strength DST joints equipped with friction pads is proposed. Aiming to the assessment of the cyclic rotational response of such innovative connections, two experimental programs have been undertaken. The first one has been aimed at characterizing the dissipative performances of five frictional interfaces to be employed as dampers. The second one is aimed at the application of the same materials to DST joints specifically designed for dissipating the seismic input energy in a couple of friction dampers located at the beam flanges level. The results of the experimental analysis carried out at the Materials and Structures Laboratory of Salerno University are herein presented, showing the potential of the proposed damage-free beam-to-column joints.

[1]  Sheng-Jin Chen,et al.  Ductile Steel Beam-to-Column Connections for Seismic Resistance , 1996 .

[2]  Charles J. Carter,et al.  Improved Ductility in Seismic Steel Moment Frames with Dogbone Connections , 1998 .

[3]  Vincenzo Piluso,et al.  Experimental Analysis of Bolted Steel Beam-to-Column Connections: Component Identification , 2011 .

[4]  Vincenzo Piluso,et al.  Cyclic behaviour of bolted joint components , 1998 .

[5]  Daniel Grecea,et al.  Performance criteria for MR steel frames in seismic zones , 2004 .

[6]  J.Ch. Ermopoulos,et al.  Analytical modelling of column-base plates under cyclic loading , 1996 .

[7]  Gianvittorio Rizzano,et al.  Design of X-shaped double split tee joints accounting for moment–shear interaction , 2015 .

[8]  Gianvittorio Rizzano,et al.  Experimental Behavior and Mechanical Modeling of Dissipative T-Stub Connections , 2012 .

[9]  R Bjorhovde,et al.  Response characteristics of frames with semi-rigid connections , 1998 .

[10]  Andrew J. Zekany,et al.  Experimental Investigation of Dogbone Moment Connections , 1998 .

[11]  José Miguel Castro,et al.  Modelling of the panel zone in steel and composite moment frames , 2005 .

[12]  Sang-Hoon Oh,et al.  Seismic performance of steel structures with slit dampers , 2009 .

[13]  Gianvittorio Rizzano,et al.  Cyclic Behavior and Modeling of a Dissipative Connector for Cross-Laminated Timber Panel Buildings , 2015 .

[14]  James M. Ricles,et al.  Development of Seismic Guidelines for Deep-Column Steel Moment Connections , 2004 .

[15]  Vincenzo Piluso,et al.  Experimental analysis and modelling of bolted T-stubs under cyclic loads , 2008 .

[16]  Dimitrios G. Lignos,et al.  Fragility functions for pre-Northridge welded steel moment-resisting beam-to-column connections , 2012 .

[17]  Kazuo Inoue,et al.  Seismic-Resistant Weld-Free Steel Frame Buildings with Mechanical Joints and Hysteretic Dampers , 2006 .

[18]  Luís Simões da Silva,et al.  Calibration of model parameters for the cyclic response of end-plate beam-to-column steel-concrete composite joints , 2009 .

[19]  Vincenzo Piluso,et al.  Cyclic Modeling of Bolted Beam-to-Column Connections: Component Approach , 2011 .

[20]  Michael D. Engelhardt,et al.  Monotonic and cyclic loading models for panel zones in steel moment frames , 2002 .

[21]  Ben Kato,et al.  Rotation capacity of H-section members as determined by local buckling , 1989 .

[22]  Keiichiro Suita,et al.  Mechanical property of beam-to-column moment connection with hysteretic dampers for column weak axis , 2005 .

[23]  Luís Simões da Silva,et al.  Design of Steel Structures: Eurocode 3: Design of Steel Structures, Part 1-1: General Rules and Rules for Buildings , 2010 .

[24]  Gianvittorio Rizzano,et al.  Full strength design of column base connections accounting for random material variability , 2013 .

[25]  Kazuaki Suzuki,et al.  NEW DUCTILE MOMENT-RESISTING CONNECTIONS LIMITING DAMAGE TO SPECIFIC ELEMENTS AT THE BOTTOM FLANGE , 2006 .

[26]  Gianvittorio Rizzano,et al.  A theoretical model for predicting the rotational capacity of steel base joints , 2013 .

[27]  Chanakya Arya,et al.  Eurocode 3: Design of steel structures , 2018, Design of Structural Elements.

[28]  Jean-Pierre Jaspart,et al.  Etude de la semi-rigidité des noeuds poutre-colonne et son influence sur la résistance et la stabilité des ossatures en acier , 1991 .

[29]  Riccardo Zandonini,et al.  Experimental analysis and modelling of semi-rigid steel joints under cyclic reversal loading , 1996 .

[30]  Dimitrios G. Lignos,et al.  A Database in Support of Modeling of Component Deterioration for Collapse Prediction of Steel Frame Structures , 2007 .

[31]  Eric M. Lui,et al.  Seismic analysis and response of multistory semirigid frames , 1999 .

[32]  Vincenzo Piluso,et al.  Ultimate behavior of steel beams under non-uniform bending , 2012 .

[33]  Chia-Ming Uang,et al.  Cyclic Response and Design Recommendations of Reduced Beam Section Moment Connections with Deep Columns , 2002 .

[34]  M. Latour,et al.  Experimental analysis on friction materials for supplemental damping devices , 2014 .

[35]  Bungale S. Taranath,et al.  Seismic Provisions for Structural Steel Buildings, ANSI/AISC 341-10 , 2016 .