![]() ![]() But this did not correlate with any loss in tensile strength or impact toughness. The only significant finding was a slight increase in the average grain size of the material. Note this is where they stopped testing, not where they began to see deterioration in the results. The authors found that welding A36 plates 3/8" thick, and cutting out the welds, and re-welding them up to six times produced no significant loss in mechanical properties in the weld and HAZ. Skip to the Conclusions of the article and read that first. The link is to some kind of third party host for the welding journal. Take a look at this article published in the Feb 2012 AWS Welding Journal. I came in late to this discussion and if I'm 'a day late and a dollar short', I apologize. ~ The time is to rip round two of shoveling some fresh powder (snow) and gear up for da slopes ~ Just trying to focus our discussions Dave. Give us a higher 'ksi' electrode and we'll make sure when the heat goes down on A36 (ksi) material we're GTG. We need that allowable stress of the resultant metal outputted from the 60ksi/70ksi electrode to "mix" with the parent material and give us a SuperMan bond across a range of stress conditions and applications. There is a reason that we don't have "3618" or "3610/11". In contrast, in certain instances of PJPs a reduction in the allowable stress of the resultant weld is req'd. ![]() That is, we allow our weld to take it all.the same force per unit cross section as the parent material. In brief, the weld becomes the member at this point." - Design of Welded Structures, Omer Blodgett, p.7.4-5.įor CJPs where AWS Bldg and AISC govern, the allowable stress in the weld is identical to the parent material (Carbons A36, A529 HSLA A441) when the member is subjected to tension, compression, or shear. The weld must have the same property as the member at this point. "Primary welds transmit the entire load at the particular point where they are located. Let's transition to welded connections on bridges and buildings. Always be careful when generalizing ".welded connections are not as strong as.". My provided reference was centered on rail track. Last edited by welderj 02-13-2014 at 11:09 MD - hold on a second. If he's unsure if he has any extra capacity in his beams then he needs to be sure that the weld joint wasn't the weakest part of the beam. I only suggest plating the joint since he has no engineer to say if his beams are strong enough. I think as long as the OP is confident that his beams had some margin of extra strength, what would be standard in any engineered project, then a weld only but joint is good. I think some of you have come to the conclusion that I'm against but welds, but that's not true. And I should have been more clear and said across the flange mid-beam. I don't think anyone said you couldn't, but you can't deny that it's discouraged except where necessary. If you do not believe in the strength of a weld lets go back to rivets. ![]() we butt weld beams all the time both webs and flanges. Who says you cannot weld the web look at any plate girder bridge and you will find butt welds of flanges and webs, all UT or Xrayed 100 percent of tension members. ![]()
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