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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) 526 Members with compression and moments resist the applied moments and thrust; rather for members required to participate in plastic hinge action, the ability to sustain the required moment in the presence of compression during the large rotations necessary for the development of the frame’s collapse mechanism is essential. This requirement is essentially the same as that for a ‘plastic’ cross-section discussed in Chapter 13. The performance requirement for those members in a plastically designed frame actually required to take part in plastic hinge action is therefore equivalent to the most onerous type of response shown in Fig. 13.4. If they cannot achieve this level of performance, for example because of premature unloading caused by local buckling, then they will prevent the formation of the plastic collapse mechanism assumed as the basis for the design, with the result that the desired load factor will not be attained. Put simply, the requirement for member stability in plastically-designed structures is to impose limits on slenderness and axial load level, for example, that ensure stable behaviour while the member is carrying a moment equal to its plastic moment capacity suitably reduced so as to allow for the presence of axial load. For portal frames, advantage may be taken of the special forms of restraint inherent in that form of construction by, for example, purlins and sheeting rails attached to the outside flanges of the rafters and columns respectively. Figure 18.12 illustrates a typical collapse moment diagram for a single-bay pinbase portal subject to gravity load only (dead load + imposed load), this being the usual governing load case in the UK.The frame is assumed to be typical of UK practice with columns of somewhat heavier section than the rafters and haunches of approximately 10% of the clear span and twice the rafter depth at the eaves. It is further assumed that the purlins and siderails which support the cladding and are attached to the outer flanges of the columns and rafters provide positional restraint to the frame, i.e. prevent lateral movement of the flange, at these points. Four regions in which member stability must be ensured may be identified: (1) full column height AB (2) haunch, which should remain elastic throughout its length 25'A symmetrical E about 4- Fig. 18.12 Moment distribution for dead plus imposed load condition C
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) (3) eaves region of rafter for which the lower unbraced flange is in compression due to the moments, from end of haunch (4) apex region of the rafter between top compression flange restraints. 18.7.2 Column stability 903.5 788.5 Special design methods for members in portal frames 527 Figure 18.13 provides a more detailed view of the column AB, including both the bracing provided by the siderails and the distribution of moment over the column 24.6 Fig. 18.13 Member stability – column A 0.150
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