eccentricity in steel columns
eccentricity in steel columns
(OP)
A statement was mad to me that when designing a steel column with steel beams framing into it with simple shear connections, it is not necessary to account for the bending moments caused by the eccentricity of the beam reactions. He said that because the clip angle connections actually resist some moment, the effective length of the column is really less than 1, and that this counteracts the effect of the bending moment.
I disagree because the clip angles are not designed for moment transfer, so you shouldn't count on them lowering the effective length of the column, and that you should consider the moment from the eccentricity of the beam reactions.
I would like to know what others think about this, please give me your comments. Thanks.
I disagree because the clip angles are not designed for moment transfer, so you shouldn't count on them lowering the effective length of the column, and that you should consider the moment from the eccentricity of the beam reactions.
I would like to know what others think about this, please give me your comments. Thanks.






RE: eccentricity in steel columns
RE: eccentricity in steel columns
"the art of molding materials we do not really understand
into shapes we cannot really analyze
so as to withstand forces we cannot really measure."
RE: eccentricity in steel columns
Having said this I treat the beam as pin ended, the column as under combined axial load and moments and the connections as mainly shear but with a small moment in the connection plate.
In reviewing my as constructed designs I have not had a failure yet with this approach. Also as a rule of thumb as I deal mainly with housing, I always specify a minimum of 2/M16 8.8/s bolts and 10thick plates for these types of connections. In a lot of cases this is over designed but the extra cost of the plate and bolt size increases is less than the cost of me doing the calculations when I know from experience that these sizes will work for 95% of the housing work I do.
regards
sc
RE: eccentricity in steel columns