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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) 540 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Subject Chapter ref. BEAM-COLUMN EXAMPLE 3 RHS IN BIAXIAL BENDING Design code Made by DAN Sheet no. BS 5950: Part 1 Checked by GWO Check local capacity using “more exact” method for plastic section 4.8.2.3 Ê M Ë M F/Pz = 664/1970 = 0.337 M rx = Mry = 87 kNm Steelwork Ê Ë x rx ˆ ¯ 24 4 87 53 / 18 2 Design Guide Vol I Check overall buckling using “more exact” method 4.8.3.3.2 Major axis M + M Ê Á Ë y ry 53 / 53 / 53 / . ˆ 19. 6 + ¯ 87 Ê ˆ Ë ¯ ˆ ˜ £ 1 ¯ Fc mM x x Fc myxMy + È + ˘ + £ Pcx Mcx ÎÍ Pcx ˚˙ Mcy + È + ˘ ÎÍ ˚˙ OK + 1 0. 5 0. 5 1 664 24. 4 664 19. 6 1 0. 5 05 . 1560 102 1560 102 = 0. 426 + 0. 290 + 0. 096 = 0. 812 Lateral-torsional buckling check is not required for a closed section. Interactive buckling = 0. 120 + 0. 083 = 0. 203 < 1 local capacity OK mM x x( 1+ 0. 5Fc/ Pcx) mM y y( 1+ 0. 5Fc/ Pcy) + £ 1 Mcx ( 1 - Fc/ Pcx ) Mcy( 1 - Fc/ Pcy ) 24. 4( 1 + 0. 5 ¥ 664/ 1560) 19. 6( 1 + 0. 5 ¥ 664/ 1900) + 102( 1 - 664/ 1560) 102( 1 - 664/ 1900) = 0. 505 + 0. 350 = 0. 855 OK For this example since m = 1.0 has been used throughout overall buckling will always control.
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 19 Trusses by PAUL TASOU 19.1 Common types of trusses 19.1.1 Buildings The most common use of trusses in buildings is to provide support to roofs, floors and such internal loading as services and suspended ceilings. There are many types and forms of trusses; some of the most widely used are shown in Fig. 19.1. The type of truss adopted in design is governed by architectural and client requirements, varied in detail by dimensional and economic factors. The Pratt truss, Fig. 19.1(a) and (e), has diagonals in tension under normal vertical loading so that the shorter vertical web members are in compression and the longer diagonal web members are in tension. This advantage is partially offset by the fact that the compression chord is more heavily loaded than the tension chord at mid-span under normal vertical loading. It should be noted, however, that for a light-pitched Pratt roof truss wind loads may cause a reversal of load thus putting the longer web members into compression. The converse of the Pratt truss is the Howe truss (or English truss), Fig. 19.1(b). The Howe truss can be advantageous for very lightly loaded roofs in which reversal of load due to wind will occur. In addition the tension chord is more heavily loaded than the compression chord at mid-span under normal vertical loading. The Fink truss, Fig. 19.1(c), offers greater economy in terms of steel weight for long-span high-pitched roofs as the members are subdivided into shorter elements. There are many ways of arranging and subdividing the chords and web members under the control of the designer. The mansard truss, Fig. 19.1(d), is a variation of the Fink truss which has the advantage of reducing unusable roof space and so reducing the running costs of the building. The main disadvantage of the mansard truss is that the forces in the top and bottom chords are increased due to the smaller span-to-depth ratio. However, it must not escape the designer’s mind that any savings achieved in steel weight by introducing a greater number of smaller members may, as is often the case, substantially increase fabrication and maintenance costs. The Warren truss, Fig. 19.1(f), has equal length compression and tension web members, resulting in a net saving in steel weight for smaller spans. The added advantage of the Warren truss is that it avoids the use of web members of differing length and thus reduces fabrication costs. For larger spans the modified Warren truss, 541
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