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).
|Published (Last):||23 December 2006|
|PDF File Size:||11.36 Mb|
|ePub File Size:||8.84 Mb|
|Price:||Free* [*Free Regsitration Required]|
Handbook 3rd page Chimneys Steel stacks 9. He’s probably the most knowledgable guy with regard to stack design. You would still follow STS for other aspects of the design Vortex shedding, etc.
Committee Pages – STS Steel Stacks
Once stresses are calculated, the design would require mm plate at the base. They talk about out-of-roundness of 1 or 2t, and very small differences in edge or lateral loading as having large differences asme sts 1 2006 buckling strength. Do they mean a torsional loading or a pressure one way or another, asms dynamic loads? Consistent improvement in parts and systems are a standard part of the job. The Eng-Tips staff will check this out and take appropriate action.
I think you should call ASME and find out who’s on the committee that works on that particular code. In this case, at mm D, a thickness of Are you sure that equation is not just giving you a limitation on when assme stress range or equation is applicable, rather than an absolute maximum thickness?
I think you asme sts 1 2006 correct about contacting ASME about this, but im still hoping im missing something obvious here. What do the power transmission people do with their towers? Digital transformation may be the most asme sts 1 2006 misunderstood and misused term in business discourse today. Y becomes 1 as noted in case 4. What do you do when Eq is not satisfied If the answer to the above is yes, what design method is acceptable.
Before i can debate which method is acceptable i have to understand why on Earth the ASME would be limiting thickness based on D in steel stacks. Ill write a little srs later as it has been a hectic daybut perhaps these findings may spark some of your previous knowledge asme sts 1 2006 the subject.
The tougher problem may be making this stack asme sts 1 2006 as a canti. Most of this steel stack design is based in thin shell, thin plate theory, and the testing follows that, but we don’t know how to deal with, factor into the design, the big effect imperfections have on testing, and the real stack. It seems this was a not seeing the forest bc of the trees issue.
I sent an email and will update the thread with any response. Usually you would add some vibration damping device or helical strakes to address the asme sts 1 2006 shedding, otherwise if you increase the thickness to handle the vortex shedding loads then you will end up with a very thick stack. Does this make wsme D and t are intimately related in this type of buckling problem. As an example, a Can anyone suggest the best way to contact ASME with something like this?
I and other coworkers stared at the line about “all other steel members shall comply with the requirements of the AISC Resources Digital transformation may be the most frequently misunderstood and misused term in business discourse today.
The pure D to t ratio is what was throwing me off. asme sts 1 2006
The sections of the stack that do not satisfy eq. Found this in Gaylord and Gaylord, edition. That is my interpretation as well, and this is what I have done in practice. The extremes of your buckling problem are: Your allowable stress to prevent buckling will asme sts 1 2006 less than.
I have run this by my senior guys and in asme sts 1 2006 local office, and while a few want to think about it for a while I know Can anyone offer any advice or interpretation? 11 Eqs return similar results In hindsight Thank you for helping keep Eng-Tips Forums free from inappropriate posts. What circumferential stress do you expect?