Free FEA course: enterfea.com/i... This video was made for a post on my blog. You can find it here: enterfea.com/ho... Thank you for watching and have a great day!
@@Enterfea So I used different software to solve my problem as the extrusion was quite a complicated shape. Whilst bench marking using your example there was about a 20% difference between 8 node brick elements and 20 node brick elements. Matching the support conditions as closely as possible the 20 node brick matched CBF ~ 0.74 whilst the 8 node CBF was ~ 0.55. Any ideas on why there would be such a big difference just on the element type used?
@@BillySnowball this is a complicated thing Mate, but assuming that you had the same element "size", but the difference was HEX20 or HEX8, I can imagine such a difference. This is what mesh convergence is for - it would allow you to see, how small elements are needed (and you do it separately for HES8 and HEX20). You can read more here (enterfea.com/mesh-convergence/), although I'm using QUAD (2D) elements in the example (but still first and second order, so it should give you an idea about what is going on :) ). Hope this helps!
@@Enterfea I appreciate you spending the time to respond. I think I've read your website before and will definitely check out the page you linked. Thanks again
@@bengthebrazilianengineerinAus You definitely can. Just use shell elements to model the span, then run the buckling analysis. FYI: In the future release of SG, you can predict the lateral-torsional buckling load factor using beam elements directly.
Perfect and very useful material!
Thanks, I'm glad you like it :)
Good job, I need to get me a copy of RFEM
Thanks! I would recommend RFEM for sure :) I like the RFEM5 version better than RFEM6, but maybe it's a matter of habit :)
@@Enterfea So I used different software to solve my problem as the extrusion was quite a complicated shape. Whilst bench marking using your example there was about a 20% difference between 8 node brick elements and 20 node brick elements. Matching the support conditions as closely as possible the 20 node brick matched CBF ~ 0.74 whilst the 8 node CBF was ~ 0.55. Any ideas on why there would be such a big difference just on the element type used?
@@BillySnowball this is a complicated thing Mate, but assuming that you had the same element "size", but the difference was HEX20 or HEX8, I can imagine such a difference. This is what mesh convergence is for - it would allow you to see, how small elements are needed (and you do it separately for HES8 and HEX20). You can read more here (enterfea.com/mesh-convergence/), although I'm using QUAD (2D) elements in the example (but still first and second order, so it should give you an idea about what is going on :) ). Hope this helps!
@@Enterfea I appreciate you spending the time to respond. I think I've read your website before and will definitely check out the page you linked. Thanks again
@@BillySnowball Sure thing! Best of luck!
it's a great method !
Hey! I'm really glad that you like it :)
All the best
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Tien C. Nguyen...can you achieve something similar in Spacegass?
@@bengthebrazilianengineerinAus You definitely can. Just use shell elements to model the span, then run the buckling analysis. FYI: In the future release of SG, you can predict the lateral-torsional buckling load factor using beam elements directly.
@@NTC Awesome. Will give it a try. That's great news. Looking forward to it . Cheers