Connection plate eccentricity
Connection plate eccentricity
(OP)
I've got a problem where the increased thickness of a connection plate increases the overall eccentricity of the joint, thereby causing the failure of the other plate.
The attached should clarify what I'm trying to explain. It's the fixed base moment of the thinner plate which is theoretically increasing and failing.
Is there a rational explanation why the base moment would not be what it seems, ie. 'axial load x e'?
It seems counter-intuitive that an increase in plate thickness would result in over-stress.
The attached should clarify what I'm trying to explain. It's the fixed base moment of the thinner plate which is theoretically increasing and failing.
Is there a rational explanation why the base moment would not be what it seems, ie. 'axial load x e'?
It seems counter-intuitive that an increase in plate thickness would result in over-stress.






RE: Connection plate eccentricity
RE: Connection plate eccentricity
DaveAtkins
RE: Connection plate eccentricity
corus
RE: Connection plate eccentricity
Are you looking for a way to justify using a smaller moment at this location? If the plates are stiff enough to take this moment, then it wouldn't need to go to the connection. Like if the plate was really a web of a wide flange beam, then you could get by neglecting the moment. But if you just have two plates, with relatively little stiffness in that direction, then you're looking at a moment of P*e on the connection.
RE: Connection plate eccentricity
RE: Connection plate eccentricity
RE: Connection plate eccentricity
RE: Connection plate eccentricity
RE: Connection plate eccentricity
I guess I was clutching at straws. If it was a single connection strengthening the lower plate would be an easy decision, but we have about 500 of these.
I think my best option is to duplicate the existing on the other side of the upper plate. This avoids removing the existing and also eliminates all eccentricity.
RE: Connection plate eccentricity