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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) 432 Beams Table 16.1 Typical usage of different forms of beam Beam type Span range (m) Notes (0) Angles 3–6 Used for roof purlins, sheeting rails, etc., where only light loads have to be carried (1) Cold-formed 4–8 Used for roof purlins, sheeting rails, etc., where only light sections loads have to be carried (2) Rolled 1–30 Most frequently used type of section; proportions selected to sections: eliminate several possible types of failure UBs, UCs, RSJs, RSCs (3) Open web 4–40 Prefabricated using angles or tubes as chords and round bar joists for web diagonals, used in place of rolled sections (4) Castellated 6–60 Used for long spans and/or light loads; depth of UB beams increased by 50%; web openings may be used for services, etc. (5) Compound 5–15 Used when a single rolled section would not provide sections e.g. sufficient capacity; often arranged to provide enhanced UB + RSC horizontal bending strength as well (6) Plate girders 10–100 Made by welding together 3 plates sometimes automatically; web depths up to 3–4 m sometimes need stiffening (7) Trusses 10–100 Heavier version of (3); may be made from tubes, angles or, if spanning large distances, rolled sections (8) Box girders 15–200 Fabricated from plate, usually stiffened; used for OHT cranes and bridges due to good torsional and transverse stiffness properties Since the principal requirement of a beam is adequate resistance to vertical bending, a very useful indication of the size of section likely to prove suitable may be obtained through the concept of the span to depth ratio. This is simply the value of the clear span divided by the overall depth. An average figure for a properly designed steel beam is between 15 and 20, perhaps more if a particularly slender form of construction is employed or possibly less if very heavy loadings are present. When designing beams, attention must be given to a series of issues, in addition to simple vertical bending, that may have some bearing upon the problem.Torsional loading may often be eliminated by careful detailing or its effects reasonably regarded as of negligible importance by a correct appreciation of how the structure actually behaves; in certain instances it should, however, be considered. Section classification (allowance for possible local buckling effects) is more involved than is the case for struts since different elements in the cross-section are subject to different patterns of stress; the flanges in an I-beam in the elastic range will be in approximately uniform tension or compression while the web will contain a stress gradient. The possibility of members being designed for an elastic or a plastic state, including the use of a full plastic design for the complete structure, also affects section classification. Various forms of instability of the beam as a whole or of parts subject to locally high stresses, such as the web over a support, also require attention. Finally certain forms of construction may lend themselves to the appearance of unacceptable vibrations; although this is likely to be affected by the choice of beams, its coverage is left to Chapter 20 on floors.
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) rolled steel channel universal beam cold— formed section plate girder Fig. 16.1 Types of beam cross-section Cross-section classification and moment capacity, Mc box girder castellated section 16.2 Cross-section classification and moment capacity, Mc The possible influences of local buckling on the ability of a particular cross-section to attain, and where appropriate also to maintain, a certain level of moment are discussed in general terms in Chapter 13. In particular, section 13.2 covers the influence of flange (b/T) and web (d/t) slenderness on moment – rotation behaviour (Fig. 13.4) and moment capacity (Fig. 13.5). When designing beams it is usually sufficient to consider the web and the compression flange separately using the appropriate sets of limits. 1 433
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