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Design of steel beam-columns

Design of steel beam-columns

Design of steel beam-columns

(OP)
When designing a beam-column to CAN/CSA S16-01, non-uniform moment are taken into account in two places:
When calculating Mu, omega 2 accounts for the non-uniform moments as a function of the moments at the ends of the (laterally) unbraced length.
When calculating the combined axial force and bending moment effects, omega 1 accounts for the non-uniform moments as function of the moments as the ends of the member.
Am I correct in saying that these two omega values are essentially different although they account for the same thing - the ends of a member and the unbraced ends may not necessarily be the same thing? Please could someone shed some more light on this topic for me. Thanks.

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