I'm designing a moment end-plate for a WF beam framing into a WF column. The geometry of the top flange connection doesn't match any of those in AISC Design Guide 4 or 16, for which you would simply use the formulas provided in the Tables. I can't find any information on the derivation of the formulas in those tables, which I understand were arrived at through YLA. I understand how YLA works in a concrete slab or plate when using a unit displacement for external work, but does anyone have information on how to perform YLA with a unit rotation? How were the formulas derived in Table 3-2 AISC Design Guide 16 for example?
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