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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) requirement extension future to due framing gable in included stonchions main L. [. E [ji5rnde;p[. Ni j foundations crane valley H 1 50mm bolt showing stanchion valley setting foundation 0 U, 0 0 C 0 future gable extension for prepared setting bolt oost gable plates washer 4/lOOxlOOx8 bolts grade 4.6 4/M20 E 500 mm "N deep m xl.0 mm 800x600 foundations 'N,, post gable U, E C U.) F.F.L. Foundations 817 800 500 mm deep m xl.0 mm 500x500 foundations post side 500 k 300mm 900mm 900mm foundations main mm deep m xl.4 2.Bxl.4 - C ji r 500 m EJq] crane I mm Fig. 27.1 Part plan of typical two-bay crane shed L I L. ri EFP1 -EF A 4.5 m ; grout holes 9m 4.5 m 4.5 m j, 4.5 m 9m
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) 818 Foundations and holding-down systems Fig. 27.2 Stability of foundation 27.1.2 Design of foundations In order to assess the distribution of pressure under a foundation it is necessary to make a reasonable estimate of the weight of the foundation. In addition to distributing the forces to the ground the foundation block is also required to provide stability in cases where overturning moments are present. Referring to Fig. 27.2, loads P, H and M are factored as appropriate while W, the foundation mass, is factored by 1.0, being a restoring moment. Moments about A give M HD PK WL + - - £ 0 2 From this a minimum value of W for stability is produced. The minimum value for D for a mass concrete foundation is established by 45° dispersal from the edge of the baseplate shown in Fig. 27.3. Shallower foundations can be used if they are suitably reinforced. The distribution of pressure under the foundation is then assessed as follows. Case 1 See Fig. 27.4(a): f g = P+ W ( M+ DH)6 ± 2 LB BL It is necessary for f gmax to be less than the stipulated ground bearing capacity for the foundation to be satisfactory. For f gmin to be zero (Fig. 27.4(b)): P+ W ( M+ DH) 6 - = 0 2 LB BL Replacing the forces by the resultant acting at eccentricity x:
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