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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) 670 Worked example The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Subject Chapter ref. DESIGN OF COMPOSITE COLUMN Design code Made by RML Sheet no. EUROCODE 4 (1990 DRAFT) Checked byGWO Additional moment arising from potential eccentricity of vertical load. Take eccentricity as 0.03 bc. Moment M x = 150 + 2500 ¥ 0.03 ¥ 0.4 = 180 kNm M y = 75 + 2500 ¥ 0.03 ¥ 0.4 = 105 kNm Simple interaction P KP 1 u M x + M px M y + M py £ 10 . 2500 180 105 + + 5418 518. 3 334. 7 = 1.12 > 1.0 Consider EC4 interaction Major axis bending At P = 2500 kN, resistance moment = m yMpx myMpx = 5418 - 2500 ¥ 488 5418 - 1999 = 416 kNm Minor axis bending = myMpy myMpy = 6228 - 2500 ¥ 335 6228 - 1999 = 295 kNm M x myMpx M y + myMpy = 180 105 + 416 295 = 0.79 < 1.0 Therefore, the design is satisfactory for biaxial bending. 22 9
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 23 Bolts by HUBERT BARBER 23.1 Types of bolt 23.1.1 Non-preloaded bolts The most frequently used bolts in structural connections are non-preloaded bolts of strength grades 4.6 and 8.8 used in 2 mm clearance holes. These bolts are termed ordinary bolts and are specified in BS 4190 1 and other standards as shown in Table 23.1, which is reproduced from BS 5950-2. 2 Precision bolts, manufactured to BS 3692, 3 for use in close tolerance holes are not widely used. The strength grade designation system is in accordance with BS EN ISO 898-1. 4 It consists of two figures: the first is one-hundredth of the minimum tensile strength in N/mm 2 , and the second is one-hundredth of the ratio between the minimum yield stress and the minimum tensile strength, expressed as a percentage. Multiplication of these two figures will give the yield stress in N/mm 2 . A grade 4.6 bolt has a minimum tensile strength of 400 N/mm 2 and a yield stress of 240 N/mm 2 (0.6 ¥ 400). There is a similar designation system for nuts. This is a single figure, being onehundreth of the specified proof load stress in N/mm 2 . Hence a grade 8 nut has a proof load stress of 800 N/mm 2 and would normally be used with a grade 8.8 bolt. It is permissible however to use a nut of higher grade than the bolt to minimize the risk of thread stripping. Where bolts are galvanized or sheradized nuts of a higher grade must be used (see footnotes e–h in Table 23.1). Grade 8.8 bolts to BS 4190 are commonly available and are recommended for all main structural connections, with the standard bolt being 20 mm diameter. Grade 4.6 bolts are generally used only for fixing lighter components such as purlins or sheeting rails, when 12 mm or 16 mm bolts may be adopted. There may be situations, for example a column splice subjected to large load reversals in a braced bay, where the engineer feels that joint slip is unacceptable. In these cases preloaded high-strength friction-grip bolts may be used. HSFG bolts may also be used as non-preloaded in the same way as ordinary bolts. 23.1.2 Preloaded high-strength friction-grip bolts High-strength friction-grip bolts are manufactured to the requirements of BS 4395. 5 This British Standard covers two distinctly different types of fastener. 671
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