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.)
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
RE: RHS CAP PLATE
The greatest trick that bond stress ever pulled was convincing the world it didn't exist.