a36 ksi

It may well depend on when it was built if you're talking about an existing structure. It could be cast iron if it was long enough ago.You'd have to go back a ways in North America before 36 ksi would be an unconservative assumption. When was your facility constructed? AISC Design Guide 15 should have everything that you need if you have access to that. I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.S16.1 has a clause that suggests using fy=248MPa when steel is unknown. Even today I still see a lot of 44ksi steel.If you have the original design loads and when you check several simple beams they are all significantly over stresses at 36 ksi, then I a would lean to the 50 ksi value. Although possible, I think it highly unlikely that mistake could have been made. Risky? Perhaps a little, but a calculated risk. If still in doubt, clip a portion of a beam and have it tested. Mike McCann, PE, SE (WA)msquared: offtopic sorry, but, "clip a portion of a beam and have it tested. ". how big a piece is typically needed, and, who performs such testing and what's range of cost, if you don't mind.You should consult a local materials testing agency for that. Where are you located? Mike McCann, PE, SE (WA)No it not an existing structure, it is small shed going to be build from some angle shapes. The owner may have some angles with Fy 36 ksi. I was wondering if I design based on 36 ksi and then they see they don't have enough 36 ksi and purchase 50 ksi will my design based on 36 ksi be conservative or it will be underestimate ThanksAren't new angles typically A36? Only W shapes are 50 ksi. As long as the angles are newer than the 1960s or so, I would assume A36. If you are concerned, you can have a piece pulled and tested. When I am working on a problem, I never think about beauty but when I have finished, if the solution is not beautiful, I know it is wrong. -R. Buckminster FullerAgreed, 50ksi angles are very difficult to find. In the basic sense, 50ksi steel is stronger than 36ksi steel, so if the material is one or the other, designing for 36ksi is the conservative option. Stiffness isn't influenced by the yield strength, so long as your structure isn't designed to yield. Of course, there are a few metallurgical characteristics where 36ksi steel may be better than a 50ksi steel (maybe fracture toughness, or weldability). I'm not a metallurgist, so I don't know specifically for A36 vs A572. But I doubt these affect your small shed. That said.. do you have a mentor for this project? Seems like you may be having trouble with some fundamentals of structural steel. I'd encourage you to lean on whatever (non-internet based) resources you have.I can not think of an example where assuming A36 and it turns out to be 50 ksi would be unconservative, in fact, for many recent years the actual yield stress of A36 could be in some cases much greater than 36ksi. As manstrom pointed out angles are typically A36 .L4x4x1/2 A36 with 50 ksi rating clarification require Sep 02, 2011A-7 to A-36 - Structural engineering other technical May 26, 2010See more results