I hazard will have to do the calculations to the cold formed specification
AISI in US, or AS4600 in Australia.
However, basically just need to account for the differences in moment
distribution, that is calculate Cb (I think both codes use same variable)
Noting that for a double span beam, the maximum bending moment (wL^2/8) is
the same as for a single span beam just in different locations. Whilst a
single span beam may be considered to have one entire flange restrained by a
floor slab, that is not the case for a double span beam (eg. 1/4 of span,
compression flange not directly attached to floor slab). Also for a
uniformly distributed load (UDL), half the span of a double span beam is
similar to a propped cantilever. (double spans typically used as a simple
basis for continuous span tables)
Using such I believe it should be possible to transform the known phi.Mb
into the desired phi.Mb, or UDL load capacity.
Regards
Conrad Harrison
B.Tech (mfg & mech), MIIE, gradTIEAust
mailto:sch.tectonic@bigpond.com
Adelaide
South Australia
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