I would like to know if anyone has any information on calculating an unbraced length when a beam is continuous over a column, and only the top flange is braced by framing members. It is my understanding that the inflection point of the beam should not be used for an unbraced length of the compression flange, but then what should be used? It seems to me that the beam-to-column connection could be used as a brace point if web stiffeners are provided, and the cap plate/bolts/column are designed to prevent twisting of the section. Also, any comments on the applicability of Cb in these conditions?
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