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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) 720 Plate and stiffener elements in connections The block shear resistance is given in BS5950-1: 2000 as: [ ] P = 06 . p t L + K ( L -kD) r y v e t t where Dt is the hole size; k is 0.5 for a single line of bolts or 2.5 for two lines of bolts; Lt is the length of the tension face; Lv is the length of the shear face; t is the thickness of the web or plate. Fig. 25.8 Block shear (Based on Figure 22 BS 5950: 2000) References to Chapter 25 1. British Standards Institution (2000) Structural use of steelwork in building. Part 1: Code of practice for design – Rolled and welded sections. BS 5950, BSI, London. 2. Commission of the European Communities (1988) Design of steel structures. Part 1: General rules and rules for buildings. Eurocode 3 (final draft), Dec.
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) Chapter 26 Design of connections by DAVID MOORE 26.1 Introduction In general the cost of the design, fabrication and erection of the structural frame in a steel framed building is approximately 30% of the total cost of construction. Of these three items, fabrication and erection account for approximately 67%. Any savings in the fabrication and erection costs can significantly reduce the overall cost of construction. The majority of the fabrication costs are absorbed by the connections, and the choice of connection also has a significant influence on the speed, ease, and, therefore, the cost of erection. It is evident that the potential for reducing the cost of steel construction lies in the suitable choice of the beam-to-column and beam-to-beam connections. Indeed, because of the repetitive nature of connections, even small material and labour savings in one connection can have an important effect on the overall economy of the building. In view of the significance of design and detailing it is remarkable that it is often regarded as being of secondary importance in the design process. Current codes of practice do little to redress this undesirable situation as many of them give little guidance on connection design. Consideration of the local effects at connections is usually left to the designer and this has led to a diversity of both connection types and design methods. The traditional split of responsibilities, where the consultant designs the members of the frame and the connections are designed and detailed by the fabricator, has further compounded this problem. Some of the many types of beam-to-column connections used in multi-storey steel frame construction are shown in Fig. 26.1. Choice of connection type is usually based on simplicity, duplication and ease of erection – all for economic reasons. Welded joints provide full moment continuity but are expensive due to the on-site welding involved. In recent years bolted connections have increased in popularity.They have the advantages of requiring less supervision than welded joints, having a shorter assembly time and support the load as soon as the bolts are in position. They also have a geometry that is easy to comprehend and can accommodate minor discrepancies in the dimensions of the beams and columns. However, when large forces are involved, bolted connections can be criticized for requiring extensive space, which may conflict with the architectural need for a ‘clean line’. 721
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