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EUROCODE BASED STUDIES ON BOLTED T-STUB MOMENT RESISTANT BEAM-TO-COLUMN JOINTS
This paper discusses the ultimate capacities of bolted gusset plates that fail by tensile rupture. In addition to the block shear failure mode to which most gusset plates in bridge trusses and those in braced building frames are subject, a narrow tapered gusset plate may also fail in the inclined net section fracture mode. The inclined net section fracture mode has been observed in failed gusset plates, but to the authors’ knowledge no explicit formula has been proposed in the literature for use in engineering practice. This paper first demonstrates that, for a rectangular bolted gusset plate failing in net section fracture, the ultimate capacity can be determined accurately using the net section across the whole width, without any reference to the Whitmore concept. It then shows through finite-element analysis that the outer net section fractures of a tapered plate are inclined rather than normal to the loading direction. A practical design equation is proposed to determine the net section tension capacity of a tapered gusset plate, and is shown to reasonably match the ultimate loads of specimens tested by independent workers. The existing resistance factor can be applied conservatively to the design equation. This paper includes examples illustrating the governing failure modes of rectangular and tapered bolted gusset plates in tension.
The results of tests on 48 T-stub specimens are presented and discussed. These tests were carried out as part of a SAC Phase II project in order to provide insight into the behavior, failure modes, and ductility of these components. The main variables tested include the size of the T-stub, the gauges of the bolts, and the type and diameter of the bolts. The primary intent was to develop a large database to calibrate simplified models suitable for design. In order to develop these models, a comprehensive instrumentation system that could identify the different components of deformation in the individual T-stubs was utilized. Most of the T-stubs failed by net section fracture through the stem and by tension fracture of the bolts, but generally the failure was after significant plastification had occurred. Other failure modes observed included bolt shear and block shear. The results indicate that current design equations provide conservative estimates of the ultimate strength of the T-stubs but that they are not necessarily good predictors of the governing failure modes.
Bolted end-plate joints for crane brackets and beam-to-beam connections
- L Katula
Katula L., Bolted end-plate joints for crane brackets and beam-to-beam connections, PhD.
Dissertation, Budapest University of Technology and Economics, Budapest, Hungary, 2007.
Bulletin No. 16.: Experimental investigation of stresses in gusset plates
- R E Whitmore
Whitmore, R. E.: Bulletin No. 16.: Experimental investigation of stresses in gusset plates.
Engineering experimental station, University of Tennessee, Knoxwill, 1952.