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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 736 Design of connections 26.2.4.3 Fin plates Supporting column Supported beam Fig. 26.9 Typical major axis fin-plate connection Supporting column Fig. 26.10 Typical minor axis fin-plate connection I'*'1 A more recent development which follows both Australian and American practice has been the introduction of the fin plate connection. This type of connection is primarily used to transfer beam end reactions and is economical to fabricate and simple to erect. There is clearance between the ends of the supported beam and the supporting column, thus ensuring an easy fit. Figures 26.9 and 26.10 show a typical bolted fin plate connection to the major and minor axes of a column respectively. These connections comprise a single plate with either pre-punched or pre-drilled holes that is shop welded to the supporting column flange or web.
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) Projection of fin plate, a Length of fin plate, I > O.6[ er fin plate thickness or beam web thickness O.42d (S355) O.50d (S275) Fig. 26.11 Essential detailing requirements for fin-plate connections Simple connections 737 Bolt diameter, d Only grade 8.8 bolts to be used untorqued in clearance holes diameter, Dh = d + 2mm ford 24mm Oh = d + 3mm ford > 24mm Before developing a UK design method for fin plates, an extensive literature survey was carried out to identify practice in other countries. The most appropriate and best-researched design method was found to be that developed by the Australian Institute of Steel Construction (AISC). 6 This was adopted as the starting point for the UK approach. The principal difference between the AISC method and that adopted in the UK concerns the line of action for the shear at the end of the beam. Considerable effort has been invested in trying to identify the appropriate line of action for the shear. There are two possibilities: either the shear acts at the face of the column or it acts along the centre of the bolt group connecting the fin plate to the beam web. For this reason all critical sections should be checked for a minimum moment taken as the product of the vertical shear and the distance between the face of the column and the centre of the bolt group. The critical sections are then checked for the resulting moment combined with the vertical shear. The validation of this and other design assumptions were checked against a series of tests on fin plate connections. The results of these tests concluded that the design approach was conservative and gave adequate predictions of strength.The tests also showed that fin plates with long projections (dimension ‘a’ in Fig. 26.11) had a tendency to twist and fail by lateral torsional buckling. Therefore the following simple check was introduced to limit the projected length of the fin plate and obviate the need to carry out a lateral torsional bucking check: t ≥ 0.15a where t is the thickness of the fin plate a is the distance between the weld line and the centre of the bolt group
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