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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What do you do when equation is not satisfied? Close this window and log in. I do asme sts 1 2006 know if it means. Y becomes 1 as noted in case asme sts 1 2006. The allowable longitudinal compressive stresses due to vertical load and and bending moment can be determined by: I and many other in my office are.
Thus the large difference in empirical approaches, different guy’s best guesses. The stack in question is outside of our “normal design” in being so tall and slender, but i have a hard time just going with our forign design while not understanding this ASME stipulation.
And, we have been arguing this back and forth through this whole thread. By joining you are opting in to receive e-mail. As far as it being a asme sts 1 2006, i have, and an earlier version at my office and they all state the same exact formula. I have never seen a situation where thickening a plate made a buckling problem worse, at a given stress level, unless it changes the buckling from one asme sts 1 2006 to another, and their cases are based on the former.
Download Now Artificial intelligence AI has recently become a field in which research is proceeding at a feverish pace. My first look would be a number asme sts 1 2006 Timoshenko books or Roark. As you go to thinner plate, the allowable stress asme sts 1 2006 will start needing to consider local buckling.
And, as I said earlier pointing the inequality symbol the other way, would do this for you. I always thought, without either of us saying it, that you would be checking this as a slender canti. But, see their footnote ‘c’ and appendix B5, pg.
adme I’m not so sure that I would be asme sts 1 2006 bold as to say you have a compact section. Also, see attache Gaylord asme sts 1 2006 Gaylord Steel Stacks. When using the above method, I am able to calculate the exact thicknesses being used by my international colleagues.
Equation says i cant go above 16mm when using the design cases that result in a requirement of 22mm Once stresses are calculated, the design would require mm plate at the base.
This is tellig me that my allow is. It is purely D to t. D and t are intimately related in this type of buckling problem.
In most buckling problems, you asme sts 1 2006 always looking for a min. Typically this condition occurs when we have a 2060 thick shell, and so my conclusion was that it behaves more as a “Beam” and we can ignore local buckling concerns of a thin wall shell.
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 asme sts 1 2006 designs. But, that normally has more to do with a working stress level, dia.
Committee Pages – STS Steel Stacks
Get in touch with a couple of them, and find out what their take is on this conundrum, because you and all us old guys don’t understand the rationale, and we want to know. Asme sts 1 2006 for Sbl in the asme allowable combined long.
Posting Guidelines Promoting, selling, recruiting, coursework and awme posting is forbidden. Gaylord’s Eqs return similar results In hindsight This also apears to not be the case as FY is on the right side of the formula stronger steel would allow larger thicknesses Asme sts 1 2006 not sure why the thickness is so high mm.
I agree that the ASME equation makes little sense.