STEEL CONNECTION DESIGN QUESTION!!
STEEL CONNECTION DESIGN QUESTION!!
(OP)
Hello,
I am designing column splices in a large airplane hangar. I seem to recall that splice connections (and other steel connections) are designed for the higher of:
i) 50% of the allowable moment based on the section modulus at the connection plus appliacble shear and axial
or
ii) The actual applied moment at the connection plus applicable shear and axial
However, I can not remember the basis or code requiremnet that drives this rule. Is any one out there aware of this rule or is it just some obsolete rule of thumb that I picked up along the way?
Thank you all in advance.
JS.
I am designing column splices in a large airplane hangar. I seem to recall that splice connections (and other steel connections) are designed for the higher of:
i) 50% of the allowable moment based on the section modulus at the connection plus appliacble shear and axial
or
ii) The actual applied moment at the connection plus applicable shear and axial
However, I can not remember the basis or code requiremnet that drives this rule. Is any one out there aware of this rule or is it just some obsolete rule of thumb that I picked up along the way?
Thank you all in advance.
JS.






RE: STEEL CONNECTION DESIGN QUESTION!!
I look forward to hearing other comments -
Please see FAQ731-376 for great suggestions on how to make the best use of Eng-Tips Fora.
RE: STEEL CONNECTION DESIGN QUESTION!!
You can refer to the "Structural Steel Designers Handbook" section 5 isd on connections. Section 5.26 is on tension splices and section 5.27 is on compression splices.
Another reference is "Structural Steel Design" by McCormac. Section 20-2 of the 3rd edition discusses splices. AISC does not really discuss column splices in the manuals. I believe the first edition (red) "Detailing for Engineering" does cover splice design.
The logic behind the 50% rule is simple. Since most column splices occur at about the mid-height of a column, the moment in the column at that point should be approximately or approaching zero. The column ends should be milled so that the axial loads are transferred thru bearing, but I would still design the connection for the full axial load and shear.
RE: STEEL CONNECTION DESIGN QUESTION!!
later,
John