Yt.
Structural
- Mar 10, 2015
- 100
Hi,
I've made this question before. But in the lack of answer i'll try to ask in a different manner.
I'm trying to ensure fixed behaviour of steel column base through adding some brackets/stiffeners
After reviewing the design for tubular HSS with annular base plate, found design procedures for the base plate and triangular bracket (thickness & strength) but cannot find the required length of triangular bracket to ensure fixed behaviour of column base.
I wonder if there is a minimum length of brackets to provide almost full rotational restraint. Or i just have to set brackets near the tension bolts to avoid base plate rotation contribution and set the length/heigth ratios restriccion of bracket desing.
If so, does weld deformation need to be included? or is enough to assume that perpendicular loaded weld is stiff enough to ignore it? If I must to consider weld elongation, does 'Butler and Kulak' or 'Lesik and Kennedy' stress-strain curves of welds has some thickness limitations to be applied?
I'm trying to be really sure about rotational restraint because it's fundamental to ensure structure stability and i need to place small brackets.
I'm working with 3mm HSS and they are NOT particularly stresses by large moments.
any guide,
thanks!
I've made this question before. But in the lack of answer i'll try to ask in a different manner.
I'm trying to ensure fixed behaviour of steel column base through adding some brackets/stiffeners
After reviewing the design for tubular HSS with annular base plate, found design procedures for the base plate and triangular bracket (thickness & strength) but cannot find the required length of triangular bracket to ensure fixed behaviour of column base.
I wonder if there is a minimum length of brackets to provide almost full rotational restraint. Or i just have to set brackets near the tension bolts to avoid base plate rotation contribution and set the length/heigth ratios restriccion of bracket desing.
If so, does weld deformation need to be included? or is enough to assume that perpendicular loaded weld is stiff enough to ignore it? If I must to consider weld elongation, does 'Butler and Kulak' or 'Lesik and Kennedy' stress-strain curves of welds has some thickness limitations to be applied?
I'm trying to be really sure about rotational restraint because it's fundamental to ensure structure stability and i need to place small brackets.
I'm working with 3mm HSS and they are NOT particularly stresses by large moments.
any guide,
thanks!