Welding on the Webs v Flanges of Existing Steel Beams
Welding on the Webs v Flanges of Existing Steel Beams
(OP)
We have designed some supplementary steel members, suporting equipment and piping, to be welded on the web of existing steel beams, this way we avoid cross flange welding and residual stresses. The EOR does not like the idea and insists on welding the members to the bottom (tension) flange of the beams and girders.
Does anyone see any problem with our approach or benefit with his/her approach?
Thank you
Does anyone see any problem with our approach or benefit with his/her approach?
Thank you






RE: Welding on the Webs v Flanges of Existing Steel Beams
RE: Welding on the Webs v Flanges of Existing Steel Beams
Agree with JAE about welding on tension flanges. This is especially critical on members seeing repetitive loading.
RE: Welding on the Webs v Flanges of Existing Steel Beams
Something else to consider: The welding position. If you have to weld to the bottom of the bottom flange it's an overhead weld, which can be difficult. Welding to the web would be horizontal and vertical welds, which are a bit easier.
RE: Welding on the Webs v Flanges of Existing Steel Beams
RE: Welding on the Webs v Flanges of Existing Steel Beams
BTW - The loading is very minor as compared to the steel members with full lateral support of the compression flange. One of them is welded to the web of steel column but they want it on the flanges.
Thanks everyone
RE: Welding on the Webs v Flanges of Existing Steel Beams
RE: Welding on the Webs v Flanges of Existing Steel Beams
Simply supported supplementary steel between beams cannot induce any torsion on the existing members and the load on the column is around 150 lbs with a 1 ft moment arm.
Mmax(weak) = 0.175 kip-ft about 10 ft above the base of a W14 column. If that creates a weak axis problem to the them we should post a note for helathy people like myself not to lean against the column. Just kidding....
Thanks for all your comments and advise.
RE: Welding on the Webs v Flanges of Existing Steel Beams
RE: Welding on the Webs v Flanges of Existing Steel Beams
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: Welding on the Webs v Flanges of Existing Steel Beams
I think he just liked the thought of you hanging your miscellaneous MEP stuff from the bottom flange, which is pretty typical via clamps and unistruts, etc. Maybe if you gave him the reactions in the first place he would not have knee-jerked, or maybe you did. Which by the way, would in theory produce more torsion than most web connections...
RE: Welding on the Webs v Flanges of Existing Steel Beams
You sound just like the EOR in question but what puzzles me is that he is an ME and you are a "STRUCTURAL" designing big steel frames buildings. How can you think the same? Perhaps you can go back and check your steel framed "buildings" for the additional load due to dust buildup......
Thank you