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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) 650 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Considering the same loads as previously: d sw = = Subject Chapter ref. DESIGN OF CONTINUOUS COMPOSITE BEAM Design code Made by RML Sheet no. BS 5950: Parts 1 & 3 Checked by TCC Natural frequency = 18 d = 18 17. 7 � 4. 3Hz However, when carrying out the full response factor analysis of Reference 21.14, account can be taken of the effective mass of both spans, thus reducing the amplitude of the vibration from a given excitation. This reduces the sensitivity of the floor to vibration. Conclusion: 4 5 ¥ 9. 67 ¥ 12 3 ¥ 10 384 ¥ 205 ¥ 10 ¥ 1. 1 ¥ 615 ¥ 10 17. 7 mm 6 -6 sw The design using a 406 ¥ 178 ¥ 60 kg/m UB is adequate. However, reducing the section to 406 ¥ 178 ¥ 54 kg/m would not result in an acceptable design because this section is ‘compact’ in S355 steel. Consequently, only 40% redistribution of support moment is permitted and design is limited by the moment resistance of the steel section at the supports. 21 14
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 22 Composite columns by MARK LAWSON and PETER WICKENS 22.1 Introduction 22.1.1 Form of construction Composite columns comprise steel sections with a concrete encasement or core. Encased columns usually consist of standard I-beam or H-column sections with a rectangular or square concrete section encasement to form a solid composite section. Additional reinforcement is placed in the concrete cover around the steel section in order to prevent spalling under axial stress and in fire. Concrete-filled columns consist of circular, square or rectangular hollow sections filled with concrete. Additional reinforcement is not normally required, except in columns of large section. Examples of these different types of composite columns are shown in Fig. 22.1. The steel structure is normally constructed in advance of the formation of the composite section. The minimum size of the steel element is therefore controlled by the construction condition. For practical reasons it is normally necessary to fill the tubular sections shortly after their erection but I-sections can be encased much later. However, there are practical problems in concreting around a column with the floors in place. Alternatively, columns can be pre-encased in the factory and in situ concrete used to fill the zone around the beam–column connections. 22.1.2 Advantages of composite columns In many cases of design, concrete or some other protective material is required around steel columns for reasons of fire-resistance and durability. It would seem appropriate, therefore, to develop composite action between the steel and concrete, thereby taking advantage of the inherent compressive strength of the concrete, increasing the compressive resistance of the section and leading to considerable savings in the cost of the steelwork. Even ignoring this composite action, the slenderness of the steel column in lateral buckling is reduced, thereby increasing the compressive stress that can be resisted by the steel section. Much research has gone into the behaviour of concrete-filled tubular sections. Architecturally, tubular columns have many attractive features; concrete filling has 651
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