I’ve downloaded and printed the NCEES reference manual and will read through it. Based on what you’ve said I presume the Lindeburg book is also a good idea to get. I’m also presuming that it shouldn’t be critical to get the latest edition (3rd Edition). If so, I have found a 2nd hand copy of...
I'm a Canadian Professional Engineer who will be challenging the NCEES FE Mechanical Exam in the near future.
I'm looking into buying a book to prepare myself for this exam since I graduated from University way back in 2005 so it's been a while since I've looked at a lot of this material...
...under the the shell is thicker than the remainder of the tank bottom, the internal projection needs to me the greater of 0.45m (1.5 ft) or L = 0.216*t*SQRT(Fy/(H*G)) (Equation E.6.2.1.1.2-1b in US UNITS) but need not be greater than 0.035*D."
So in my case the internal projection doesn't...
...to match code requirements.
From what I understand API 650 states that the inside projection should be > 18 in but need not be more that 0.035*D.
Most of the time I can't get the inside projection to be large enough to fall within this range. If I try to set the inside projection within...
Thanks for the input. I've found the reference to this in Roark (I never knew it was in there). I've also gotten my hands on AISC Design Guide 9 which covers this subject in greater depth than Blodgett.
I just recently bought "Design of Weldments" and "Design of Welded Structures" by Omer Blodgett and I noticed in his chapters on Torsional Loading he talks about using "Torsional Resistance" rather than polar moment of inertia to calculate torsional stress and deflection. (Chapter 3.6 in...
Or is the value of L in the calculation (using Kroon's method) just the MINIMUM length required to reduce the rotation at the inside end to zero?
If that were the case, I can make the annular plate wider (to a minimum of 18" or 0.035D internal projection) and it wouldn't matter?
JStephen, I used AWWA D103 to determine the allowable compressive stress. It's a slightly different formula than API 620, but it basically gives the same result. The only thing I forgot was to consider the "Corroded Thickness" of the shell.
From that I determined my stiffener length required...
In the case of having an open top API 650 tank with an agitator bridge. After calculating what the reaction loads will be where the beams sit at the top of the tank, we have to determine what is required to support those beams. (Either nothing or we need to add a vertical shell stiffener under...
See attached spreadsheet for a tank I'm quoting.
D = 45.5 ft
H = 98 ft
If I use 18" as the minimum internal projection that means L = 18" + 1/2" wall + 1/4" fillet = 18.75in (476.25)
In order for the math to work out on my attached spreadsheet, the thickness of the annular plate needs to...
I was asked to check someone else's design that's all. By someone else's design, I mean somebody just drew one up without really designing it. That being said, does anyone know what to use for a live load on semi trailers? I've been using 50% of the dead load as a live load, but I'm not sure...
What I'm after is checking the design of the beams for the trailer. So I'm basically treating it as a statically indeterminate beam to get my reaction loads and then plot my shear and bending moment diagram. Like I said, when I have multiple axles close together on one end it's giving me weird...
Has anyone ever tried to solve for reaction loads on a semi trailer that has tandem axles? I've been treating it as a statically indeterminate beam to get my 3 reactions (at the kingpin and each of the axles).
I've been solving this using Clapeyron's theorem (3 moment equation) and I keep...
...This means that L' = 602 mm and L = 672 mm.
If I use 672 mm for my plate width, and 17.05 mm for my plate thickness then:
σ < 75000 psi
θb = 0
*BUT:
θs ≠ -θc (in fact they are both the same sign) As a matter of fact once L>576mm then θs > 0 meaning regardless of what thickness you use...
Anybody know how useful AISC Design Guide 25 is? It's for Frame Design using Web-Tapered Members. I'm just wondering if it's a worthwhile book to get to design frames using web-tapered members.
I design a lot of tanks according to API 650. Sometimes these tanks have a heater coil inside. I'd like to figure out how to handle these myself rather than get someone else involved for that part of it.
