Connections in tubular structures

Tubular structures can be subdivided into two large groups of truss-type structure: braced multi-storey frames, and multi-storey moment resisting frames. Details of connections for trusses vary widely, ranging from two- and three-dimensional tube-to-tube connections, reinforced and unreinforced, to variety of plate-to-tube connections, which are mainly used for site connections. Moment connections include both the semi-rigid and fully restrained I-section beam-to-hollow-section column connections. Considerable effort to improve conventional connection designs has been made during the past 5 years to avoid premature tensile failures experienced during the 1995 Kobe Earthquake. This article reviews recent research developments in the design of these tubular connections. Because many intensive studies have been conducted, studies on connections under fatigue loading and those dealing with concrete-filled tubes are excluded from this review for the sake of brevity.

[1]  E. M. Dexter,et al.  Design Equation for Overlap Tubular K-Joints under Axial Loading , 2000 .

[2]  M. Lee.  A general strength prediction formulation for axially loaded planar and multiplanar tubular joints , 2001 .

[3]  M. M. K. Lee,et al.  Parametric Study of Strength of Tubular Multiplanar KK-Joints , 1996 .

[4]  Yoshiaki Kurobane,et al.  Ultimate Resistance of Unstiffened Tubular Joints , 1984 .

[5]  Yoshiaki Kurobane,et al.  Ultimate Resistance of Unstiffened Multiplanar Tubular TT‐ and KK‐Joints , 1994 .

[6]  Hani S. Mitri,et al.  BEHAVIOUR OF AXIALLY LOADED TUBULAR V-JOINTS , 1990 .

[7]  E. M. Dexter,et al.  Static Strength of Axially Loaded Tubular K-Joints. I: Behavior , 1999 .

[8]  Y. Yu.  The Static Strenght of Uniplanar and Multiplanar Connections in Rectangular Hollow Sections , 1997 .

[9]  Yoshiaki Kurobane,et al.  Local buckling of braces in tubular K-joints , 1986 .

[10]  Koji Azuma,et al.  Cyclic testing of beam-to-column connections with weld defects and assessment of safety of numerically modeled connections from brittle fracture , 2000 .

[11]  E. M. Dexter,et al.  Static Strength of Axially Loaded Tubular K-Joints. II: Ultimate Capacity , 1999 .

[12]  Yoshiaki Kurobane,et al.  AWS vs International design rules for circular tubular K-connections , 1997 .

[13]  Jaap Wardenier,et al.  Tubular structures; the 4th International Symposium, Delft, The Netherlands, June 26, 27 and 28, 1991 , 1991 .

[14]  J. A. Packer,et al.  Design Guidelines for Longitudinal Plate to HSS Connections , 1998 .

[16]  吹田 啓一郎,et al.  ノンスカラップ工法とRBS工法による柱梁接合部の塑性変形能力 : 改良型溶接柱梁接合部の実大実験-その1 , 1999 .

[17]  Peter W. Marshall.  Design of Welded Tubular Connections : Basis and Use of AWS Code Provisions(構造)(学位論文要旨) , 1990 .

[18]  M. Lee.  A numerical investigation into the static strength of CHS K-joints under in-plane moment loading , 2001 .

[19]  R. Puthli,et al.  Design Recommendations For Stiffened And Unstiffened L-Joints Made of CHS And RHS Under Fatigue Loading , 2001 .

[21]  M. M. K. Lee,et al.  Strength of Multiplanar Tubular KK-Joints under Antisymmetrical Axial Loading , 1997 .

[22]  David A. Nethercot,et al.  The Practice of Blind Bolting Connections to Structural Hollow Sections: A Review , 2001 .

[23]  Joseph A. Yura,et al.  Ultimate Capacity of Circular Tubular Joints , 1981 .

[24]  Kim J.R. Rasmussen,et al.  Tests of X- and K-Joints in SHS Stainless Steel Tubes , 2001 .

[25]  Jeffrey A. Packer,et al.  Yield line analysis of RHS connections with axial loads , 1998 .

[26]  Jeffrey A. Packer,et al.  THE BEHAVIOUR OF FULL WIDTH RHS CROSS JOINTS , 1984 .

[27]  Yoshiaki Kurobane,et al.  Recent research developments in the design of tubular structures , 1989 .

[28]  Gregory J. Hancock,et al.  FE Modeling of Four-Bolt, Tubular Moment End-Plate Connections , 2000 .