Built up beams ssytem factor
Built up beams ssytem factor
(OP)
Why is it that the for built-up beams, the Woodworks Program, as well as the "Built-up Beam Selection Table" in the Canadian Wood Design Manual, both seem to use a system factor of 1.1 for resisting moment, while the "Span Book" says in "Design Assumptions" that it uses a 1.2 system factor for bending in built-up floor beams?





RE: Built up beams ssytem factor
No other construction loading or installation is likely, right?
Therefore, given that there is additional solid structure tieing together several uniform beams in a uniform fashion at a known location at the top of every beam, why should not that same beam be assigned a greater load than an unknown beam placed in unknown directions getting unknown forces from unknown directions while attached in who knows what manner at what location?
RE: Built up beams ssytem factor
RE: Built up beams ssytem factor
RE: Built up beams ssytem factor
RE: Built up beams ssytem factor