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λn' governed. I got it to work with LL reduction calculation. thanks for the help.

Base plate is only 3/4" thick. I have not done any analysis more detailed than the equations in 14-7 manual. The over-stress is not a result of uplift.

I am evaluating an existing structure with W-shape columns for some proposed increased loading. Anchor bolts are located inside of the web and base plate only cantilevers an inch outside of the flanges. I have checked the columns themselves and concrete foundations are adequate for the increased...

Ok, I have been following the AISC shear design examples and they don't mention it. I just wanted double check. Thanks for the replies.

I am designing a simple beam to column shear connection for a W-Shape with a high end reaction. The web of the beam is going to frame into the web of the column with simple shear clips (angles). Do the failure methods of web local yielding or web local crippling apply in this situation? If so...