Column Reinforcing
Column Reinforcing
(OP)
I know this has been a dead horse topic here.....
I am reinforcing a column (beam Column) with flange coverplates.
The column needs more flexural capacity.
I'd like to avoid using continuous welds.
The moment is concentrated at the top....imagine a pin-pin column with a concentrated moment at the top.
I'd like to hear others approach for engaging the coverplate and how far to continuously weld the coverplate at the top before I go to an intermittent weld.
I am inclined to design the end continuous weld for MQ/I with "M" being the full allowable moment capacity of the section.
I am reinforcing a column (beam Column) with flange coverplates.
The column needs more flexural capacity.
I'd like to avoid using continuous welds.
The moment is concentrated at the top....imagine a pin-pin column with a concentrated moment at the top.
I'd like to hear others approach for engaging the coverplate and how far to continuously weld the coverplate at the top before I go to an intermittent weld.
I am inclined to design the end continuous weld for MQ/I with "M" being the full allowable moment capacity of the section.






RE: Column Reinforcing
RE: Column Reinforcing
RE: Column Reinforcing
BA
RE: Column Reinforcing
Assume that conc mom at top is the only loading present.
I believe the formula for the total force in the weld is VQ/I.
In this case V is constant for the full length of col....now what??
There are two design inputs:
1/ What length of col requres this reinf....then add to this a
development length(aka BA's suggestion).....this is similar to
splicing a beam, but only looking at 1/2 of the splice.
2/ As BA suggested use cont weld to fully develop the cover pl and
then go to itermittent weld ...the size and spacing as per code
to ensure stability of pl., etc.
RE: Column Reinforcing
RE: Column Reinforcing
I think the "12" there is a built in unit conversion, so it is the same as my MQ/I, no?
RE: Column Reinforcing
RE: Column Reinforcing
Full yield would be 0.5" x 5" x 36 ksi = 90 kips per plate.
With a 1/4" weld, I'd only need 90kip/ (0.928 kips/in * 4) = 24"
Divided by 2 for fillets both sides and I'm looking at 12" of weld.
Agreed?
RE: Column Reinforcing
RE: Column Reinforcing
RE: Column Reinforcing
BA
RE: Column Reinforcing