ASME STS-1– (Revision of ASME STS-1–). Steel Stacks. AN AMERICAN NATIONAL STANDARD. Three Park Avenue • New York, NY Buy ASME STS Steel Stacks from SAI Global. ASME STS Steel Stacks. This Standard covers many facets of the design of steel stacks. It outlines the consideration that must be made for both the.
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If your shell is thick you don’t need to check those and you only need to check the requirements of AISC. Given a ‘D’, I would expect ‘t’ to have to increase as the design stress increased to guard against buckling. Must go, but perhaps this will spark your thoughts. Aasme, I suspect that sst FY should really be F gamma. I think you are correct about contacting ASME about this, but im still hoping im missing something obvious here.
I have brough this issue to 3 or 4 of our senior US structural engineers and they have all be puzzled by this mostly by the fact that they havnt noticed this stipulation in previous designs.
The issue is in design of something like a 1. It outlines areas requiring maintenance and inspection following initial operation.
They talk about out-of-roundness of 1 or 2t, and very small differences in edge or lateral loading as having large differences in buckling strength. A more interesting question now may be to read some of the literature on vibration and dynamics of stacks. It’s easy to join and it’s free.
ASME STS – Steel Stacks
What circumferential stress do you expect? Download Now The Architecture, Engineering and Construction AEC industry is constantly looking for process improvements to better manage potential project delays and costs. Download a few pages of that so I can see what they are doing, and what their formulas and load cases look like.
The extremes of your buckling problem are: I think you’re on the right track now. The only thing wts can possibly think of is that the rolling of thicker plate to smaller diameters could compromise the steel???
It certainly isn’t a rolling issue in the 1. Standards Subsctiption may be the perfect solution. I agree that the ASME equation makes little sense. Close this sgs and log in. My understanding of stack design has increased a good bit in this past week. 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.
That is my interpretation as well, and this is what I have done in practice. Yes, my wording was poor in regards to table C I and many other in my office are. The first did not seem to post.
The Architecture, Engineering and Construction AEC industry ssts constantly looking for process improvements to better manage potential project delays and costs. So, it shouldn’t be hard to wrap your head around this, but it’s a min. How can thicker steel have a lower allowable at a constant D? It gives guidelines for the selection of material, linings, and coatings.
Do you need strakes on this stack? You say your own calcs. Awme standard is also available to be included in Standards Subscriptions. I am not familiar with this standard but the way I read section 4. I sent an email and will update the thread with any response.
Are you an Engineering professional? It seems this was a not seeing the forest bc of the trees issue.
And, to wonder whether in some cases you should add an amplification factor or work at a lower stress to account for low cycle fatigue. With no reference to height in the prerequisite it was just mind-boggling. This standard is not included in any packages. 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.
Is this interpretation correct? Here is the link to the STS committe page. In reviewing the issue, compression was never the problem This is a very slender stack and I can imagine that wind induced vibration vortex shedding may be controlling the design. Our foreign counterparts design the above stack with most thickness around or over 20mm over the lower half of the stack.
Fellow Engineers, I am running into an international difference in steel stack design. Please note that since this is the personal opinion of a committee member, it is not endorsed by ASME. We are starting to have some real concerns with our international designs that do not address this issue. It emphasizes the important areas regarding fabrication and construction. Promoting, selling, recruiting, coursework and thesis posting is forbidden.