Flange Bracing Design
Flange Bracing Design
(OP)
Hello All,
I understand that the concept of flange bracing is to provide external support in the case of lateral torsional bukling in a flexural member. I have done some research and am unable to find any reference(s) that deal with the design of the flange brace itself. The whole point of a flange brace would be defeated if the flange brace itself is not strong enough or stiff enough to prevent the flexural member (Beam) fom twisting or displacing laterally.
Does anyone here have any idea on how best to estimate the forces that a particualr flange brace might be called upon to resist? Are there any rules of thumb or established and accepted procedures for approaching the design of flange braces?
Your help and insight in this matter is, as always, much appreciated.
Thank you in advance.
JS.
I understand that the concept of flange bracing is to provide external support in the case of lateral torsional bukling in a flexural member. I have done some research and am unable to find any reference(s) that deal with the design of the flange brace itself. The whole point of a flange brace would be defeated if the flange brace itself is not strong enough or stiff enough to prevent the flexural member (Beam) fom twisting or displacing laterally.
Does anyone here have any idea on how best to estimate the forces that a particualr flange brace might be called upon to resist? Are there any rules of thumb or established and accepted procedures for approaching the design of flange braces?
Your help and insight in this matter is, as always, much appreciated.
Thank you in advance.
JS.
RE: Flange Bracing Design
Here is the relevant quote: "...general experience indicates that a brace is adequate if it supplies a restraining force equal to 2% of the applied load on a column or the force in the compression flange of a beam. It does not take much force to hold a member in line, but once it gets out of alignment, the force then necessary to hold it is substantial."
I have always found this to be good guidance.
RE: Flange Bracing Design
In any case, clear definition on how to proceed you have there, at least on force and stiffness demand for orthogonal braces. This you may find in chapter C of LRFD 99. I think I have worksheets to estimate these demands according to such code except for torsional bracing, but I would love to have the better understanding I am looking for before making them available at the Collaboratory site.
Once you know the bracing force and stiffness to find a tube that meets this is quite easy, or maybe a rod if tension only braces.
RE: Flange Bracing Design
alanderbyalfiler's statement about LOCAL flange buckling has nothing to do with lateral torsional buckling in a beam.
RE: Flange Bracing Design
RE: Flange Bracing Design
I have heard of the "2 percent" rule to calculate flange brace forces but am aware of at lease four different variations:
1) Use 2% of the force in the compression flange of the member being braced
2) Use .2% of the bending moment in the member being braced
3) Use 2% of the nominal strength [(Fy)(bf)(tf)] of the compression flange of the member being braced
4) Use 10% of the applied axial load in the member being braced.
All of the above are rules that I have heard from other more senior Engineers but have never actually seen in writing. Is anyone familiar with any of the above?
JAE, When you say "AISC- Section C3.4a." Do you mean the ninth edition of the ASD Manual? If not, could you please give the full reference for what you are describing. I am designing for the US using the ASD Steel Manual (9th Ed.).
Ishvaag, Can you please give me a clearer picture of what you are referring to in LRFD 99? From what I see, LRFD 99 does not seem to address the issue of determing loads in flange bracing.
Thanks.
JS.
RE: Flange Bracing Design
RE: Flange Bracing Design
This stuff has been developed over the years by Joe Yura at Univ. of Texas - Austin. The 2% rule is rough, very rough, and probably usually conservative. It would be based on the compressive force in the top flange.
RE: Flange Bracing Design
The commentary to AS4100 provides the following references:
Mutton, B.R. and Trahair, N.S.
"Stiffness Requirements for Lateral Bracing"
Journal of the Structural Division
ASCE
Vol 99, No ST10, Oct 1973, pp 2167-2182
Mutton, B.R. and Trahair, N.S.
"Design Requirements for Column Braces"
Civil Engineering Transactions
Institution of Engineers, Australia
Vol CE17, No 1, 1975, pp 30-36
RE: Flange Bracing Design
Forced required in Brace = 0.02BTpy.
B= Flange width
T= Flange thickness
py= Steel strength.
RE: Flange Bracing Design
Thanks-
C.Fee
cfee@ev1.net