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RHS CAP PLATE

RHS CAP PLATE

RHS CAP PLATE

(OP)
i have a cap plate for RHS 400*400*10 supporting a UC 356*406*287 beam, my concern is local yielding and Local Crippling of Sidewalls for the RHS column, as u know in DESIGN GUIDE 24 the equations for these limit states depends in N value, the code says that the value of N is 2k for stiffened beam.

the thing is that i have a 2900kn compression on the column and using this N value will result on a very thick plate.
my plan is stiffening the beam and using the N as the flange width for local cribbing, and assuming that the 4 walls will contribute to the strength for the local yielding limit state. ? does this seem logic , i need your advice??

attached is a snapshot from DG 24 showing the equations..
thanks in advance.)

RE: RHS CAP PLATE

(OP)
correction: code says that the value of N is 2k for unstiffened beam.

RE: RHS CAP PLATE

With beam stiffeners over the walls of the RHS, I'd think that you could use the lesser of the flange width or the width of the RHS as N. Assuming that you've got stiffeners over both RHS side walls, then you could utilize two of the walls for both crippling and yielding. I don't think that there's justification for using all four RHS walls for yielding. Note that, if your beam is flexible relative to your column, it may only be appropriate to utilize the strength of one RHS side wall.

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