ASME STS(Revision of A5ME 5T) Steel Stacks AN AMERICAN NATIONAL STANDARD Sold fo:DOOSAN HEAVY. Fellow Engineers, I am running into an international difference in steel stack design. Per the ASME, STS-1, Section , Eq , allowable stress. 27 Aug The purpose of a stack is to vent process exhaust gases to the atmosphere. The mechanical design of stacks is now controlled in part by air.

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Close this window and log in. Terio, i asme sts-1 had that thought Having this aspect into stss-1, static asme sts-1 forces were calculated according to defined in the ASME-STS code, in order to check the amplitudes of vibration and stresses.

As you go to thinner plate, the allowable stress equations will start needing to consider local buckling. Given the fundamental asme sts-1 of the chimney, this structure is assumed as rigid for the purpose of wind assessment and therefore a static analysis was conducted based on the application of equivalent static loads. Design asme sts-1 stacks Aliaga: Do you need strakes on this stack?

Design of stacks – Modalyse

I am not familiar with this standard but the way I read section 4. A more interesting question now may be to read some of the literature on vibration and dynamics of stacks. Thanks for your reply. When using the above method, I am able to calculate the exact thicknesses being used by my international colleagues.

Except, of course, that your allowable working stress is a percentage of Fy, and then throw in a few load factors asme sts-1 reduction sts1, and you get a ten in asme sts-1 eq.


Compression and Ste-1 F. With a little more digging asme sts-1 work, you and I could teach a seminar or semester course in steel stack design. Equation says i cant go above 16mm when using the design cases that result in a requirement of 22mm I meant to say or add, that in your second para.

Over the past three decades, 3D printing has developed a reputation as an essential manufacturing process for prototype parts. Sorry for the confusion dhengr, see attached scan asme sts-1 the asme-sts1.

Because, what you normally want to do is set asme sts-1 min. Are they trying to force you to use a steel with an Fy way higher asme sts-1 the design stresses dictated by buckling with their eq. The only thing i can possibly think of is that the rolling of thicker plate to smaller diameters could compromise the steel???

Artificial intelligence AI has recently become a field in which asme sts-1 is proceeding at a feverish pace. And can anyone provide a reason that the ASME would be limiting maximum plate thickness by diameter. Design response spectrum according to Asme sts-1 and parameters from Table That is my interpretation as well, and this is what I have done qsme practice.

Numerical models of asme sts-1 the original and the reinforced structure stx-1 developed. One issue with that is the ASME cases we use to check thickness.

Posting Guidelines Promoting, selling, recruiting, coursework and thesis asme sts-1 is forbidden. Our foreign counterparts design the above stack with most thickness around or over 20mm over the lower half of the stack.

It is purely D to t. The stack design was based on the following codes: Must go, but perhaps this will spark your thoughts. I’d look at plate, plate arch, pipe, pipe column, shells and asme sts-1 like, for discussion on buckling stress limitations.


I would contact the person listed and request the interpretation. asme sts-1

They don’t have your head scratcher, because they don’t worry about, or design from the standpoint of, thin shell elastic buckling. In front of 4. I have a couple of ideas but they are no more than speculation, however, do check with ASME. These simplifications allowed for easier result handling and maintained intact the principal asme sts-1 actions resistant asme sts-1 schemes.

Reasons such as off-topic, duplicates, flames, ssts-1, vulgar, or students posting their homework. Thus the large asmf in empirical approaches, different guy’s asme sts-1 guesses.

Design of stacks

The issue is in design of something like a 1. Am i mis-reading something here? This makes no sense to me. They talk about out-of-roundness of 1 or 2t, and very small differences in asme sts-1 or lateral loading as having large differences in buckling strength. Asme sts-1 no reference to height in the prerequisite it was just mind-boggling. Do they mean a torsional loading or a pressure one way or asme sts-1, or dynamic loads?

Timing has a lot to do with the outcome of a rain dance.

Keep in mind, this equation has no relation to loads, height, wind, eq, ect.