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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) 722 Design of connections Partial depth end plate Double angle cleat Fin plate Fig. 26.1 Typical beam-to-column connections Full depth end plate Extended end plate Welded Connection With such a large number of connection types and the variety within each type (each having different characteristics) it is not surprising that design engineers have difficulty in choosing a suitable connection and the most appropriate design method. Furthermore, the detailer is confronted with a bewildering choice of components to use in the connection and this has done little to help the move towards standardization. Over the last decade there has been a growing awareness that the steel construction industry could improve its effectiveness and efficiency by increasing the repetition of elements within a structure and promoting the use of standard connections. To define a range of standard connections and standard design methods,
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) and to develop a framework which would lead to the widespread adoption of rationalized connections using standardised components, the Steel Construction Institute (SCI) and the British Constructional Steelwork Association (BCSA) in 1987 formed the SCI/BCSA connection group. This group has produced the following two publications: Joints in Steel Construction: Simple Connections 1 Joints in Steel Construction: Moment Connections 2 Both of the above publications present standard design methods for the most commonly used connections. These design methods are based on a combination of the latest design approaches and practical aspects associated with current fabrication and erection techniques and produce realistic estimates of a connection’s strength. The design checks presented in sections 26.2 and 26.3 for simple and moment connections respectively are based on the methods detailed in these publications. Some of the design methods are based on the approach and recommendations given in Eurocode 3: Design of Steel Structures. Part 1.1 General Rules and Rules for buildings 3 , which may not yet be familiar to many practising engineers.This chapter therefore presents the design principles and the classification systems for connections used in Eurocode 3. 26.1.1 Design principles Introduction 723 There is a need for the design of connections to be consistent with the engineer’s assumptions regarding the structural behaviour of the steel frame. Therefore, when choosing and proportioning connections the engineer should always bear in mind the basic requirements such as the stiffness or flexibility of the connection, strength and the required rotational capacity. Care should also be taken to ensure that the assumptions made for the design of the various elements of the connection are compatible. For example, in a cover plate splice, sharing the load between ordinary bolts (in shear and tension) and a fillet weld is not acceptable because the deformation characteristics of ordinary bolts and fillet welds are incompatible. The fillet welds are stiff compared with the bolts in clearance holes, and as the load is applied the welds will initially carry most of the load. Then due to their limited ductility, the fillet welds will break before the bolts can take up their share of the load. The engineer should also consider economy, which is at least as important as the structural considerations. As a general rule, if fabrication and erection costs are kept to a minimum then the overall cost will also tend to be a minimum. However, it should be realized that the costs are fabricator-dependent and rather than impose a particular connection type on a fabricator it is more cost effective to state a range of standard connection types that satisfy the design assumptions. The fabricator will then choose that connection which can be fabricated economically.
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