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JoshPlum: Yea, I think that's what I ended up doing. I just hate that I never really learned the correct way to perform YLA.

T_Bat: The bolt strength isn't what I'm asking about - I can handle that part. My question is about the end-plate strength.

Yea BAretired, that's just doodling. Thank you for your input.

(see attachment)http://files.engineering.com/getfile.aspx?folder=cd484538-6f9f-4e54-a1b6-972baa9df12a&file=20180212_143819.pdf

BAretired: According to AISC, unit rotation has everything to do with the problem (see attached excerpt). And I think my yield lines are realistic. They match a similar layout shown in the Design Guide for an eight-bolt stiffened end plate (see attachment). Assuming the yield lines intersect...

I think I just figured it out... 1. small angle approximation says tan(theta)~(theta), which means (theta) = (delta)i/hi, where hi = distance from center of rotation to point where (delta)i is measured (bolt locations). Therefore (delta)i = (theta)*hi 2. Unit virtual rotation implies (theta) =...

JoshPlum: Every paper I found said something along the lines of "Equating the internal work and the external work results in the following expression for the strength of the end-plate..." I'm trying to learn how the internal work is calculated, not a the formula resulting from the...

Design Guide 16 gives a very brief overview of how YLA is used to derive the equations in the tables, and it states that the external work is calculated using a unit virtual rotation (eq. 2.6). I want the connection to be a moment connection so I guess I'm concerned about the stiffness, but I'm...

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...