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My problem was de Cb factor I was using Cb=1 and is Cb=2.3

Could it be, that due to the beam of the 2d frame has rigid connections in both ends. the software assumes that there is no LTB. The maximum moment is in the connection and not in the center of the beam. Update: The error in my hand calculation was I used Cb=1 and should Use Cb:2.3

Hi, I've got a question of an academic exercise. I'm analysing a beam of a 2d Frame. The beam length is 6 meters (600 cm). The section of the beam is a W16x57. Lb=600 cm. According to my calculations. Lb>LP (464 cm) And Lb > Lr (557 cm) So for Flexural Design I should Use (F2-3). The...

Thanks for the answers. I've found this publication: Link which covers the subject.

Hey everyone, I'm Looking for some examples desings (plans, codes, etc) for a House roof with Cold Formed Steel made by simple or composite beams, due to Arquitectural reasons I can't use Beam Trusses. I'll appreciate your help.