Dear researchers
What are the primary defects associated with welding druring construction-stages which might influence the capacity of the gusset-plate connections in concentrated braced frames? (Considering the fillet weld, for example, can one quantify the capacity reduction of gusset-plates due to the presence of those flaws?)
Any reference, guideline, or research regarding the above issue which clarify the following would be good
- Different types of defects associated with regular welding types
- Can the effect of defects be quantified?
- Is there any mathematical distribution for each defect?
In the welding designs, fillet is inferior. However for structural designs, we have to go with fillet welds as end, corner, lap, strip, etc., connections. Full and continuous welds have good strength compared to stich, intermittent, spot, and other non_continuous welds. Most of the defects envisaged are concavity, convexity, lack of coalescence with base metal, cracks, porosity, slag inclusions, under cut, etc.
A quite corresponding book is "Analysis of Welded Structures. Residual Stresses, Distortion, and Their Consequences". Editor(s): KOICHI MASUBUCHI, Pergamon,
1980. For example, CHAPTER 15 - Effects of Weld Defects on Service Behavior,
Pages 577-617, https://doi.org/10.1016/B978-0-08-022714-6.50022-8.
(http://www.sciencedirect.com/science/article/pii/B9780080227146500228)
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