I'm working for a fabricator to design moment connections for a rigid frame building. They want me to design typical end plates attaching to the web (weak axis direction) of a wide flange column. I've told them that this is not an acceptable moment connection per AISC and the engineer of record will reject it. They don't understand and would like some documentation that says this. I've provided the accepted flange plate connection details but they want more saying the end reactions provided are on the beam not the column and have instructed me to size the end plates.
Is there a document out there that states that end plates are not permitted on a web of a column. This is strictly for wind, non-seismic region.
Any input is appreciated.
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