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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) 682 Bolts – for the more exact method where Fs is the applied shear, Ft is the applied tension, Ps is the shear capacity, and Pt is the tensile capacity. The shear capacity, Ps, may be based on the tension stress area or on the full shank area as appropriate (see section 23.5.2). This expression allows that when either the shear or tensile capacity is fully taken up, the other may be stressed to 40% of its capacity. Preloaded bolts in friction grip connections that are also subject to externally applied tension should satisfy: – for connections designed to be non-slip in service (PsL = 1.1 Ks m P0): Fs Ftot + £ 1 but Ftot £ Atpt P 11 . P sL – for connections designed to be non-slip under factored loads (PsL = 0.9 Ks m P0): Fs Ftot + £ 1 P 09 . P sL where Fs Ftot + £14 . P P s t 0 0 At is the tensile stress area; Fs is the applied shear; Ftot is the total applied tension in the bolt, including the calculated prying force; P0 is the specified minimum preload, see BS 4604; Pt is the tension strength of the bolt given in Table 34 of BS 5950-1:2000. 23.5.6 Long joints, large grips and packing When the joint length in a splice or end connection, Lj, defined as the distance between the first and last bolt on either side of the joint is greater than 500 mm, the strength of the joint is reduced by the factor (5500 - Lj)/5000, where Lj is the joint length as defined in Fig. 23.6. Similarly when the grip length, Tg, the total thickness of the connected plies, is greater than five times the nominal diameter of the bolts, the strength of the joint is reduced by the factor 8d/(3d + Tg), where d is the nominal bolt diameter and Tg is as defined above (see Fig. 23.7). The total thickness of steel packing, tpa, at a shear plane should not exceed 4d/3, where d is the nominal bolt diameter. Where tpa exceeds d/3 the shear capacity, Ps, should be taken as:
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) Fig. 23.6 Long joint Fig. 23.7 Large grip Ê gd ˆ Ps = psAs Ë 8d+ 3tpa ¯ I I I HH when > 500 mm A tEn :i ' when T9>5d In cases when more than one of the above conditions apply it is only necessary to apply the factor producing the greater reduction. The large grip reduction does not apply to HSFG bolts except when bolts are being used in bearing for considerations beyond serviceability. Similarly, ‘long joint’ effects in HSFG bolted joints apply only after slipping, and the same factor, (5500 - Lj)/5000, is used (see 6.4.4.). 23.6 Tables of strengths 23.6.1 Bolt strengths Tables 31 and 32 of BS 5950 give respectively the strength of bolts in clearance holes and the bearing strength of connected parts for ordinary bolts in clearance holes. The values are given in the Appendix Connection design: Bolt strengths. 23.6.2 Bolt capacities Tables of strengths 683 Tables of bolt capacities for various grades and applications are given in the Appendix Connection design.
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