Thanks

Yes, I have a PhD degree in Structural Engineering from University of Leeds, UK. Thanks for your valuable feedback. We can have pin-jointed frames and we call them trusses or truss elements sometimes. Frame element, on its own, is normally associated with moment, shear and axial forces. I hope it clarifies your confusion. I’m happy to elaborate more.

Thanks, you are so kind.

Thanks, much appreciated.

Thanks for kind feedback. I’m planning videos on these topics. You’ll soon see some of the topics soon.

Clips are used as per fair use policy. It helps people understand the topic better.

The equation has been taken from this document www.steelconstruction.info/images/d/d8/SN048b.pdf

As the buckling in minor axis is the controlling buckling, that’s why only minor axis buckling is written. But I think it accounts for both minor and major axis buckling and axial loading.

@@DrJQureshi Got it thank you - very helpful series!

So nice of you Abdul Jabbar!

I’m not exactly sure about fire loading. But in my view static analysis procedures normally don’t work or have convergence issues when there are many contact interactions. I would probably use explicit dynamic procedures with slow load application and using mass scaling. Also you can increase node penetration tolerance when you define hard contact.

Thanks

Thanks for your kind comment. You idea is correct. You may want to have a look at a paper from my PhD supervisor (2007-2010) Prof Dennis Lam, "Flexural behaviour of round-ended CFST members: Testing, numerical analysis, and design" www.sciencedirect.com/science/article/abs/pii/S0143974X24002281

Thanks for kind appreciation.

I appreciate your kind comments. That is what keeps me going. I’m learning new skills myself and sharing them to the world.

Glad you liked it

Thanks for kind comment. I’ll ensure future lectures are even better

Thanks a lot, Kofi.

The initial plan was to just focus on beam bending and shear using Eurocode 2. But now I’m getting a lot comments from my viewers about preparing a comprehensive playlist similar to Eurocode 3 steel series. I’m now thinking to work on full Eurocode 2 series. Thanks for your kind interest.

@@DrJQureshi thanks, good news to hear about your plans

Thanks for kind appreciation. Yes, I’ll prepare more lectures shortly.

I’m grateful for your kind appreciation. I’ll try my best to make them even better in future.

You’re welcome!

Thanks.

We plot shear force and bending moment diagram for the cantilever beam similar to this video kzfaq.info/get/bejne/aNmlf8pl0s2UaWQ.htmlsi=wq2x4dYJKuZvq16g. Once we have these internal forces, applied moment and shear, then we compare them with Eurocode design provisions.

Thanks for kind feedback. I’ll will try to slow down in future videos.

Thanks for your kind appreciation. The initial idea was to create a very short Eurocode 2 series covering only beam bending and shear. But, now after your feedback, I’m thinking to create a comprehensive playlist on concrete design covering all element design.

@@DrJQureshi Thank you so much Sir. We are very grateful to you.

Kinematic indeterminacy is simply degree of freedom. For example simply supported beam can rotate at both ends and can translate at only one end. So it has 3 degree of freedom or 3 kinematic indeterminacy.

Thanks for kind comments

You're welcome

I’m glad you liked it. I’m here to help people.

I have many tutorials on ABAQUS, have a look at this one kzfaq.info/get/bejne/rrWEg6uBrsvRaJc.htmlsi=41FUIITjAFDGtzYc

So nice of you

@@DrJQureshi Thank you sir for sharing pdf

I'm here to help and share knowledge, and it's comments like these that make it all worthwhile.

In this type of analysis first mesh sensitivity analysis should be performed by trying course, medium and fine mesh. It can be 10x10 mm, 5x5 mm and 1x1 mm mesh. The mesh, where results (failure load) are not changing much, should be chosen. This problem will also be sensitive to global buckling as well. Typically, buckling length,Lcr over 1000 is used as imperfection in these columns. But my experience is that it is not always true. So, Lcr/100, Lcr/250, Lcr/500, Lcr/1000 and Lcr/2500 and Lcr/5000 should be tried to see which one compares well with experiments.

@@DrJQureshi thank you sir ❤️