Web under local loads – Hand calculations
It’s very hard to calculate the capacity of small sections of any structure under concentrated loads. Luckily EN 1993-1-5 gives us a decent solution for webs under concentrated loads!11 January 2021
This topic was on my mind (and on my to-write list) for a very long time. Finally, I had the time to organize what I want to write about it in my head. I wonder what is your take on this matter – be sure to leave a comment below!
What I really like about FEA is the fact that it is a tool. It’s not a crystal ball that simply grants answers, and to be honest, I think this is what makes it so great!
When you will run an analysis you will get outcomes, and it’s only up to you to decide what you will do with them.
It’s obvious that you need to post-process results… the question is – what does it mean?
I think that whether you are a beginner or an expert you will check stress levels in your model. This is the “obvious” thing to do. Stress nicely shows how much “hurt” your model is taking – something you definitely want to know : )
Typical checks then simply mean that you will plot the “von Mises” stress and check how big stresses are there. This may look something like that:
While checking equivalent von Mises stress is great, there are other things worth doing. One of them is checking different stress components. While equivalent stress nicely shows the overall “hurt” your model is taking, stress components will show you what is going on.
I think it is good to think about it like that: what happens in the model is a rather complex thing. It’s impossible to describe it with just one number. This means that whatever von Misses stress does it must “loose” a lot of information along the way to produce this one number.
This is absolutely true, as you can’t even tell if the stress comes from shear or from bending… nor can you tell if your model is in tension or in compression! This is why when you check stresses it is best to use a bit more than simple “von Mises” approach : )
The thing with stress design is, it works really great until yielding starts. Then depending on the analysis 2 things can happen:
This is why using stress as an indicator of “hurt” to the model works, but usually in models that don’t have stresses higher than yield. In such cases, answers are obvious without any doubt.
However when you go into “higher stress” models where yielding can happen things are getting more and more tricky.
What to remember about stress design:
This is something I struggled to catch for years! It seems such a logical step, but somehow I missed it… I was doing stress analysis and I checked plastic collapse, but somehow I did not check plastic strain values. I started doing this some time ago, and now I feel much more confident : )
As I mentioned above, using linear stress analysis will leave you guessing about what is really happening in your model in stress analysis. However, when you go with nonlinear analysis the answer is not clear either…
… unless you check plastic strains. You see when material yields the stress remains more or less constant for a time. However, the plastic strain constantly increases.
This means, that when the stress becomes constant in an area (because of yielding), you can simply check strain to check “where you are”. There are even codes (like DNV-RP-C208) that states how much strain is allowable in different scenarios or in different conditions. This makes it super easy to use in materially nonlinear analysis.
I’ve read someone’s opinion, that inexperienced users use stress while experienced users use strain in design. I’m not sure if this is true (what do you think?) but “getting this” definitely changed what I understood.
I think that using strain in design was one of the major steps in my career when it comes to FEA. Somehow it made me “click” in few places at once and I understood a lot of things better. Have you read my post on how material nonlinearity works? One of the examples I used there came to me thanks to this realization.
I hope this will help you to get there faster if you haven’t used strain in design before!
Thing to remember about strain design:
This is a topic that is a bit separate from the other two I think. But it doesn’t mean it is unimportant!
As I finished civil engineering it is easy for me to see that things not only have not to break but also should not deform all that much. In almost all civil engineering codes there are requirements about allowable deformation of different parts of the structure.
I would say this aspect is the first part of rigidity design. You just plot the deformations of your model, and then you check if you are ok with them. Usually, you will know what is “allowable”. Either by experience, customer expectations or simply code requirements deformations tend to be nicely defined. Sure there are exceptions, but as a general rule, I would say this is accurate.
This is however only the first part. If the deformations are “high” you will catch everything you need with this. But when they are small there is another issue.
The rigidity of different elements influences how the load is distributed in the model (gummy bears anyone?). If the total deformations are high you will notice what is working and what deflects too much. You will actually “act” to fulfill the criteria.
When the deformations are small this requires effort to notice. Simply because all deformations are acceptable!
One could even say “why should I bother?”, and this is a justified question! If stress levels are ok, deformations are acceptable and there is no unacceptable strain, then this is a good design. In such a case, you can simply ignore this part… unless you want to optimize the element.
If there is a piece that is substantially less rigid than others it will take much less load. The question here is “should I fix this”? You can either remove the less rigid element or strengthen it to get the maximum from it. One of the two will most likely optimize the solution.
Of course, there are elements that are simply “necessary as they are”, but luckily many can be optimized this way : )
I would say all the methods I have described are needed. Often people refer to their job as to “stress design”, but obviously there is more to it. I think it is a good idea to mention strains and rigidity from time to time, simply to make everyone aware of this.
I know I needed such a post some time ago : )
Let me know what do you think about this matter, and which things you check yourself in the comments below : )
Post-processing isn’t as easy as it looks I would say. There is always something new to learn, and I hope you have learned something here. If you want to learn even more about FEA, you can learn some useful things in my free FEA course. You can get it below.
10 Lessons I’ve Learned in 10 Years!
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