Branch plate to reinforced HSS connections in tension and compression

Abstract

The tension and compression zones of moment plate connections were studied separately by testing branch plate and hollow structural section connections under each type of loading. Square hollow section flanges were reinforced by doubler plates fillet-welded all around. The results from 13 specimens tested in tension indicate that branch plate to reinforcing plate width ratio is an important parameter in joint behaviour. The dominant failure mode was punching shear of the reinforcing plate. The importance of reinforcing plate and HSS wall thicknesses was apparent from the results of 13 specimens tested in the compression series. The capacities of specimens in all but one test in this series were limited by failure of the HSS webs.

Numerical analysis and punching shear fracture based design of longitudinal plate to concrete-filled CHS connections

“…Significant research has been conducted on branch plate-to-HSS connection behaviour and design methods [5,[12][13][14][15][16][17][18], some of which have been adopted in current design guidelines, such as CIDECT-1 [11] and CIDECT-3 [19] and codes of practice, API [20] and AISC 360-10 [21].…”

An Overview of Experimental Research on the Welded Joints between Nointernal Diaphragm Square/Rectangular Tubular Columns and H-Beams

“…The bearing capacity and deformation performance of connection between transverse flange plate and facereinforced SHS/RHS column should be different from those of unstiffened plate-column connection. To investigate the behavior of such kind of joints, Guravich, S. J. and Dawe, J.L., (1992,1993) carried out a series test studies [22] [23]. The column face of all the joints reinforced with a strengthening plate fillet-welded all around (as shown in Fig.…”

02.05: Design of concrete‐filled steel tubular longitudinal gusset plate connections

“…The maximum permitted width-to-thickness ratio (D/t) for round Hollow structural steel section (HSS) compression steel elements in composite members subjected to axial compression specified in the AISC-360 standard [4] is 0.31E/F y . Some research has been undertaken for plate-to-HSS connections [5][6][7][8][9][10]. There is a lack of information regarding concrete-filled steel tubular connections.…”