26 Apr (Revision of ASME STS-1–). Steel Stacks. AN AMERICAN NATIONAL STANDARD. Three Park Avenue • New York, NY • USA. In addition, the materials of construction referenced in this Standard may not be allowed for use with flammable gases under pressure per ASME B and. ASME procedures provide for reconsideration of this interpretation when or if additional REC# STS (81KB) · STS Section ( 9KB).
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They are as follows Case 4. Are they trying to force you to use a steel with an Fy way higher than the design stresses dictated by buckling with their eq. We so often get caught up ase using templates and excel sheets that we forget we need to actually understand the math behind them. The issue is in design of something like a 1. We should maybe looking at another form of buckling for these kinds of cylindrical structures, and that is that they can go into a flatter, or oval, shape.
Thank you for helping keep Eng-Tips Forums free from inappropriate posts. If this was the case i would think there would be thorough documentation on the subject. My understanding of asme sts 1 2006 design has increased a good asme sts 1 2006 in this past week. Can a stack containing thicknesses that do not comply with eq.
The allowable longitudinal compressive stresses due to vertical load and and bending moment can be determined by: Thanks and BR -Hoots P. What do you do when Eq is not satisfied If asme sts 1 2006 answer to xts above is yes, what design method is acceptable.
Because, what you normally want to do is set a min. This also apears to not be the case as FY is on the right side of wsme formula stronger steel would allow larger thicknesses Dhengr, im still looking for some of your other references and the number of my coworkers who are asme sts 1 2006 or interested by this is growing daily The only thing i can possibly think of is that the rolling of thicker plate to smaller diameters could compromise the steel???
Fellow Engineers, I am running into an international difference in steel stack design. Usually shs would add some vibration damping device or helical strakes to address the vortex shedding, otherwise if you increase the thickness to handle the vortex shedding loads then you will end up with a very thick stack.
In your 4th para. Increasing plate 2mm to move beneath the lower asme sts 1 2006 would give me.
I am not familiar asme sts 1 2006 this standard but the way I read section 4. I just don’t see that thickening the pl. There should have been discussion of the standard in their proceedings aske it was adopted, and there might well be a code case on this very question. There certainly shouldn’t be anything embarrassing about asking that kind of question of them.
I meant to say or add, that in your second para. Handbook 3rd page Chimneys Steel stacks 9.
D and t are intimately related in this type of buckling problem. I think you should call ASME and find out who’s on the committee that works on that particular code. Y becomes 1 as noted in case asme sts 1 2006. Sorry for the confusion dhengr, see attached scan of the asme-sts1. I think you’re on the right track now.
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That code has been suspect since the 1st day the 1st edition was published. I sent an email and will update the thread with any response. Students Click Here Join Us! I and many other in my office are. Alternatively, t must increase if you asme sts 1 2006 to work at a higher buckling stress, still less than.
Committee Pages – STS Steel Stacks
They are break forming their poles in 8, 10 or 12 sides, certainly as tall as your stack, and with much higher imposed loads and moments. You would still follow STS for other aspects of the design Vortex shedding, etc. But what requirements do you check in the AISC? The pure D to t ratio asme sts 1 2006 what was throwing me off. This makes sta sense to me.
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