Member with combined flexure and axial forces
Member with combined flexure and axial forces
(OP)
AISC have a provision for members subjected to flexure and axial force given in Chapter H (H1.1)
The given formulas require that the combination of required strengths devided by the available strengths for both axial and moment not to exceed 1
Is there any allowance for slight overstress? (i.e. assuming the result is 1.04 or 1.09)
Some engineers accepts 5% more, some other say within 10% is OK (?) I am just trying to see if there is any standard/ practice that justifies any of these claims..
Thanks
The given formulas require that the combination of required strengths devided by the available strengths for both axial and moment not to exceed 1
Is there any allowance for slight overstress? (i.e. assuming the result is 1.04 or 1.09)
Some engineers accepts 5% more, some other say within 10% is OK (?) I am just trying to see if there is any standard/ practice that justifies any of these claims..
Thanks






RE: Member with combined flexure and axial forces
another day in paradise, or is paradise one day closer ?
RE: Member with combined flexure and axial forces
The greatest trick that bond stress ever pulled was convincing the world it didn't exist.
RE: Member with combined flexure and axial forces
I don't have my manual with me, but the interaction formula allows for 8/9 x moment strength ratio for most columns.
Try putting a knee brace on your beam-column.
RE: Member with combined flexure and axial forces
RE: Member with combined flexure and axial forces
More often than not I can find enough just by tightening my belt. I don't blindly accept a value of 5-10% over (That's un-true, if I'm checking an existing structure and I get 5% overstress I call it good enough without a recheck).
RE: Member with combined flexure and axial forces