Bolted extended end plate connection. Thin end plate on Column.

[mathcadboy]

Are there any references in checking column flange bending when my end plate is behaving like a "thin" plate? If my end plate is behaving like a "thin" plate, the forces on the outer bolts are not equal to the forces on the inner bolts (unlike in the "thick" behavior, all bolt forces are equal). Would this affect the formula for calculating the flange bending strength of the column (phib*Fyc*tfc^2*Yc)? AISC DG4 has 1 example only and its a "thick" plate. The DG16 only has samples on the beam side checking. No column checks were done.

Also, the way I understand it, the "T stub" is the beam flange and the end plate. On the column side, there is no "T stub" opposite the "T stub" of the beam(except if you have a stiffener on the column). I think the "T stub" is the column web connected to the column flange (for an unstiffened column). Am I understanding it correctly?

 

[BAretired]

Provide a sketch.

BA

 

[JoshPlumSE]

First off, I would recommend that you provide stiffeners for any case where the flange is thin enough that prying effects must be considered.

If that's not possible, then look for a similar yield line pattern for the end plates and use their prying force calculations. There are a number of papers /theses the Virginia tech guys published before these design guides went out. Some of them have different bold arrangements and yield lines and such. So, you may find a prying formula for some forms of column bending.

 

[mathcadboy]

Please see the attachment to clarify my questions.

I am getting bigger capacities on the inner bolts (hence bigger loads to be passed to the column on the inner bolts). Im just wondering if the formulas in the design guides are still applicable. The column flange might already fail around the yeild lines near the inner bolts before the yield lines near the outer bolts.

Thanks for the inputs Josh. The reason why Im asking if I understand the orientation of the "T stub" is to know where the prying forces are. If my undestanding is correct, then prying forces on the "t stub" of the beam will be different from the prying forces in the column (unstiffened) since their orientation is orthogonal.

I am asking for a reference since my seniors here in the office are kinda .... not that "senior" technically. They just want to see where it is written in some code or whatever before proceeding with any design procedure. As I analyze it, if your end plate's behavior is "thin", I dont think you can just simply proceed with what the design guides suggest when it comes to checking the column flange bending.