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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) 730 Design of connections Supporting Column Supported beam N Fig. 26.3 Typical major axis double angle cleat connections Supporting column Supported beam Fig. 26.4 Typical minor axis double angle cleat connections \ ' 00 II 0 0 II 0 0 00 when using untorqued bolts in 2 mm clearance holes. Normally the cleats are used in pairs. Any simple equilibrium analysis is suitable for the design of this type of connection.The one recommended in this publication assumes that the line of action of shear transfer between the beam and the column is at the face of the column. Using this model the bolt group connecting the cleats to the beam web must be designed for the shear force and the moment produced by the product of the end shear and the eccentricity of the bolt group from the face of the column. The bolts connecting the cleats to the face of the column should be designed for the applied shear only. In practice the cleats to the column are rarely critical and
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) the design is almost always governed by the bolts bearing on to the web of the beam. The rotational capacity of this connection is governed largely by the deformation capacity of the angles and the slip between the connected parts. Most of the rotation of the connections comes from the deformation of the angles while fastener deformation is very small.To minimize rotational resistance (and increase rotational capacity) the thickness of the angle should be kept to a minimum and the bolt crosscentres should be as large as is practically possible. When connecting to the minor axis of a column it may be necessary to trim the flanges of the beam but this does not change the shear capacity of the beam. During erection the beam with the cleats attached is lowered down the column between the column flanges. Single angle web cleats Single angle web cleats are normally only used for small connections or where access precludes the use of double angle or end-plate connections. This type of connection is not desirable from an erector’s point of view because of the tendency of the beam to twist during erection. Care should be taken when using this type of connection in areas where axial tension is high (e.g. where the axial tension due to structural integrity requirements of BS 5950: Part 1 is high). The design checks for this type of connection are similar to those shown in Table 26.3. In addition to these checks the bolts connecting the cleat to the column must also be checked for the moment produced by the product of the end shear force and the distance between the bolts and the centreline of the beam. The essential detailing requirements for this connection are shown in Fig. 26.5, and Table 26.3 shows the detailed design checks.The design procedure given in Table 26.3 applies to beams connected to either the column flange or the column web. 26.2.4.2 Flexible end-plates Simple connections 731 Typical flexible end-plate connections about the major and minor axis of a column are shown in Figs 26.6 and 26.7 respectively. These connections consist of a single plate fillet welded to the end of the beam and site bolted to a supporting column. This connection is relatively inexpensive but has the disadvantage that there is no room for site adjustment. Overall beam lengths need to be fabricated within tight limits although packs can be used to compensate for fabrication and erection tolerances. The end-plate is often detailed to extend to the full depth of the beam but there is no need to weld the end-plate to the flanges of the beam. Sometimes the end-plate is welded to the beam flanges to improve the stability of the frame during erection and avoid the need for temporary bracing.This type of connection derives its flexibility from the use of relatively thin end-plates combined with large bolt cross-centres.An 8 mm thick end-plate combined with 90 mm cross-centres
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