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Dear SAP2000 users, This is an error message I am getting after trying to run some of my SAP2000 models, so I am wondering has anybody encountered this before (link in the attachment)? I have two different computers with Windows 10 and one of them has no problem running the analysis, while the...

Hello, everybody! I have a question regarding the ETABS modelling of shell elements above openings in walls. To put it short: is there a rule to help me instantaneously decide whether to design the piece of the wall above the opening as spandrel or as pier? I am pretty sure that the depth to...

Hello, everybody. I am wondering is it by any chance possible to transfer area load from vertical shell element to line load on frames? I know that this is possible for horizontal shells, say, if you assign a 1-way membrane, which will transfer the loads onto the adjoining beams, but I am...

Thanks!

Hello, everybody. I am conducting dynamic explicit analysis in order to find ultimate bending resistance of a channel section beam. I made a free body cut and i can clearly see the peak in the moment-time diagram, but that value is not what i have expected. I am wondering is there any other way...

Hello, everybody. I have conducted the lateral-torsional buckling analysis of a channel section beam. I have obtained the critical moment of lateral-torsional buckling and now i want to obtain the ultimate moment capacity, which, when the initial imperfections are included, should be less then...

Hello. I am modeling a simply supported beam and, as a first step, i had buckling procedure where i found eigenvalues and buckling modes. I have introduced the first mode as an imperfection, but i get that the Load Proportionality Factor is greater than the eigenvalue for the same load...

I have conducted buckling analysis in order to obtain the critical load and the initial imperfection shape for the next step, which is Static, Riks. After the analysis, as a result i get that the Load Proportionality Factor shows that the maximum load is greater than critical load from buckling...

Thank you for your answer, StefCon. I am wondering what if i assume the arc length wrong? For example, i did a buckling analysis, got the critical load factor, imported the imperfection into the next model, proceeded with Riks method (i have assumed arc length 1), but i get the LPF which is...

Hello, everybody. I am using the Riks method in order to obtain the bending moment resistance of a beam. My material is aluminium, modeled as a continuous stress-strain curve (elastic and plastic properties). If i set a load value which is large enough, do i get a proportionality factor after...

Hello, everybody. I would like to conduct beam analysis in order to find the bending carrying capacity. I have introduced the first mode of buckling analysis (lateral torsional buckling) as an initial imperfection and now i need to proceed with the static analysis. My problems are: 1) Which load...

I understand what you are saying, but you don't understand me. Thanks for your help, anyway.

I am not saying that it's stiffer, i am saying that it is a stiffener. Basically, i need that part only to apply load on, not to contribute to the area and moment of inertia of the entire cross section. So, if i put minimal thickness (number close to zero) or if i model that part with small...

Thank you for your answer. I will try that, but i am interested in your opinion regarding this: if i make such a model with load applied on a thin part made of solids, do i have to reduce the modulus of elasticity for that part (because i don't want it to act as a stiffener)? Also, if i connect...

Hello, everybody. I'm having a problem regarding the application of a line load beyond the contours of a channel tube made out of shell elements. I am trying to perform lateral torsional buckling analysis and the load needs to act in shear center. Does anybody have a solution for this?