If I extracted Pm and Pb stress intensity from the software, and did the summation directly on stress intensity, rather than the components, would it be conservative? In other words, I would do this...
S_int_Pm + S_int_Pb
Since stress intensity is always positive, could I conclude that the...
Folks, I am using 2023 ASME Sec. III, Div. 5 for high temperature components. A common theme throughout BPVC is to sum at the component level. For example, Pm + Pb should be summed at the component level for the 6 stress components, before deriving stress intensity to check against the...
Does anyone here know how to directly contact forum admins? On a couple of my posts, I have used the "report" button to ask for the threads to be removed. But after a few days, I still see the threads on the forum. I'm not sure why they haven't been removed.
I'm familiar with Blodgett and his method to treat welds as a line. And I have looked at his example weld shapes in his manual, of which there are roughly a dozen (image below). But they are all simple typical shapes.
My question is how to apply the method to atypical shapes. Below are...
I'm currently working on an overhead, underhung crane. But my buckling question was more high level and not specific to a particular structure.
The ANSYS Help Documentation says the following. These statements have always made me pause when I consider using the Eigenvalue Buckling solver for...
Folks, I just have a high level question about the ANSYS Mechanical Eigenvalue Buckling solver. It has always been my understanding that the Eigenvalue Buckling solver is a low-fidelity first-pass glimpse of a structure's buckling characteristics. In other words, use of the solver should not...
In weldment design, is it common to screen out welds on the basis that they are not loaded heavily and do not need an explicit sizing evaluation? In other words, if the weldment has hundreds of welds, large and small, is there a method to screen out some of them to reduce the amount of weld...
Yes, that's a great point and the thought has already crossed our team's mind. We are closely collaborating with the customer (they are more experienced with crane design), and our hope is that we can all reach a consensus together, where we all feel comfortable that the FEA is producing...
I had a feeling my post would elicit at least one response like this. It's not very productive in terms of the actual question(s) I posed at the beginning.
Folks, I sense the cynicism and it's not very productive. I mentioned earlier in the thread that FEA needs to be used because of the...
Hmm, I'm confused on how a less-accurate modeling method (i.e., plate elements) would produce better correlation with hand calcs. I'm also confused on how the rigidity of the plates play a part in the calculation. Blodgett does not mention the thickness of his plates. Potentially, they could...
I'm modeling solid bodies. I wanted to do plate elements, but I was concerned the correlation between FEA and hand calcs would be worse. So I was trying to prove the correlation to myself first with solids. Later I plan to attempt plate elements.
Here are two solid rigid bodies connected...
...In my mind, question #1 and #2 were not meant to be correlated to each other in this thread. The allowable for my question #2 is 13600 psi (9600*w lb/in). That's what Blodgett used in his example.
I'm not basing the allowable on the electrode strength. My mention of 70000psi was purely...
In practice, how is this done? I know how to extract loads at the FEA connections. But on a complex weldment, how do I determine what portions of the loads are creating tension, twisting, torsion, bending, etc., to thereby use the correct hand calc equations? Additionally, the extracted FEA...
...weld as a line with an allowable force/length. I have two main questions to start:
I was told that the allowable force/length is equal to 0.707*allowable stress. See an example in the image below. It's unclear to me the rationale that is applied to say the allowable force/length is...
Okay thanks for this additional feedback. I can tell that it's a grey area that can be perceived different ways. But I think I have an idea of what's involved now.
Thanks!
Yes, I have reviewed 13.3.1.4. It says dynamic analyses are allowed for the building and/or the floor, but you then take the acceleration that was determined from that RSA model and plug it into Eqn 13.3-4 to determine the seismic force for the nonstructural component that resides on that...
