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Hi all, My previous post stating that I have come up with a solid design has turned out to be false. Some assumptions I was told to make were not correct. Anyhow, I am having trouble interpreting the ASME STS-1-2006 standard as far as VORTEX SHEDDING goes and whether or not helical strakes...

Hi all, I am attempting to design an unlined steel stack that is 87.67' tall and has an outside diameter of 4.37' with a wall thickness of 1/4". The stack is braced latterally at three points. Please see the attached screenshot for clarity. I am trying to design it through the use of the...

msquared48, The "sandwich" panels I am refering to are made of two metal panels with some insulating material in between them. See the attached PDF for the system we are using. hokie66, I am working on getting your method to work. I like this idea. Thanks everybody. When I get something...

Sorry MiketheEngineer, I have to agree with msquared48. I'm not sure what you are talking about or how that possibly makes any sense. Thanks for the suggestion though, Shaylon

msquared48, I have a qz = 45.17 psf with my current configuration. 35.86 psf is the worst case on any portion of the wall once the internal/external pressure coefficients and the different zones are under consideration. Thanks, Shaylon

Hokie66, I'm sorry, I misread your previous post about the horizontally spanning member. What you are saying makes more sense to me now. I must also apologize for misspeaking about using the "roofing" material as a diaphragm. I guess what I should have said is that I am not able to use the...

Hi all, I am still struggling with my problem as noted above. One piece of information that I failed to mention is that I cannot use the roofing material for any shear transfer, therefor I do not have a diaphragm. I have been working on this on and off for the last three weeks now and still...

Thanks to everyone here for all of your help. I have managed to work through this and have come up with a pretty solid design. However, I am not working on the base plate and anchor base ring design and was wondering if anyone out there has a worked example that they may be willing to share...

Hi All, I am having difficulty in designing a masonry wall to work for my given situation. I am very green when it comes to masonry construction and am quickly finding out that it is not as simple as I originally thought it to be. I have the following situation, 8" cmu walls that are...

Hi all, I am designing a laterally braced, unlined steel stack and need a little help. The stack is to be a constant diameter of 4.37' with a height of 87.67'. It is to be made of 1/4" plate and will not be lined. Please see attached screen shot for layout of bracing. The top two braces are...

I apologize, there is a little bit of information in my original post that is incorrect. The total force on the connection is 237(2) = 474 kips and 233(2) = 466 kips (coming out of the page), each side of the pin only sees 237 kips and 233 kips. Sorry for any confusion this may have caused...

Hi everybody, I have been given the task of designing a pin connection for a high load application. I have attached a screen shots to describe my situation. Please note that an additional force coming out of the page of 237 kips is not shown in the screen shot. I was hoping to get a little...