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The deflection and most overall serviceability limits are much more about the perceived strength of the structure (by its users) rather than its actual strength. You can have deflections that are well above the recommended limits and have a rather comfortable security margin in what strength is...

Now that I know the reason for the low mass participation, I don't think there's an issue at all. It's just a matter of fact that most of my model's mass does not participate in the vibration modes, because I decided to actually model the foundation and bottom floor elements (I could have just...

When you go to the Display menu on sap2000 you have the option to "Show misc object assigns" or "Show misc element assigns". When you choose the first menu > choose "frame" > choose assignment type "Labels" you get the names of the entire frames (your second image). When you do the same but...

Thanks for the replies. The structure I'm modeling isn't exactly your typical LSF structure. It's a modular type of construction developed by the company I'm working on. The walls are produced in the factory and are then placed and connected onsite. Neighboring wall panels are connected from...

eh, well, I think I figured it out on my own. Much of my mass comes from the modeled infrastructure (the foundations) and the bottom floor slab. These elements do not participate in the vibration modes. This is why the accumulated percentage of mass will never come close to 100%.

Your finite element model is quite wrong, so it is only normal for you to not get the expected results. 1st, the aspect ratio of the finite elements should be close to 1:1, as mentioned by the previous poster. 2nd, you should input restraints to all nodes on the boundary condition side of the...

That's perfect! Thank you very much for the reply and the additional tips! Best regards, Filipe

Hello, Usually, when one wants to apply a distributed load to a 2D plane stress model of a simply supported beam, for example, we have, in theory, to calculate the load contributions in every node of the finite elements (nodal forces). This is what I learned in my courses in college, anyway...