When do we NOT use Grade 50?
When do we NOT use Grade 50?
(OP)
I plan on attending a two-day course, at the University of Wisconsin, entitled "Structural Bracing for Lateral Loads and Stability". One of the "Key Topic Areas" to be discussed will be "When Not To Use Grade 50 Steel".
Can anyone furnish some "pre"-info or thoughts as to what might be discussed?
When do we NOT use grade 50?
Thank you!
Can anyone furnish some "pre"-info or thoughts as to what might be discussed?
When do we NOT use grade 50?
Thank you!






RE: When do we NOT use Grade 50?
Also some argue that for ductility during a seismic event you don't want the extra strength.
RE: When do we NOT use Grade 50?
RE: When do we NOT use Grade 50?
RE: When do we NOT use Grade 50?
A good question regarding wide-flange shapes might be when can you even find these shapes that are true A36 anymore? Wide-flange shapes these days are all triple or quadruple certified as A36, A572 GR50, A992 and A709. If you want A36, some suppliers may white-out the other specs for you. Check your yield strengths! Strong column - weak beam is being defeated by the producing mills. Have fun
Koz