Steel Design - Section Classification and Local Buckling - SD424

This video explains what section classification is, both for members in compression and bending. It illustrates how local buckling influences capacity and how to account for this.
Copyright Stellenbosch University.

[@eldeberryhamster]

Great explanation!. Thank you, good sir!

[@yipfukeung8819]

Great, Professor! You are my hero, cant understand the concept without you

[@mathurajagadeesh4249]

Thank you so much for your lectures. They are a game changer for me and I’m very much benefiting from it 🙏🙏

[@user-lo8nn2ey5o]

Thank you! Professor! I love your Video!

[@canal822]

Just briliant explained!! Best i could find.Keep up the good work!

[@PYRAMIDOFICIAL]

Thank you, very good explanation!

[@mbalenhlembina373]

Great lecturer sir, thank you so much

[@steveclark5043]

Thank you so much for sharing your thoughts and support! I followed your videos. I’m glad to hear you have such a positive outlook about your diagnosis. I really love the content you posted, it is always super helpful and informative. Keep posting such an amazing video, I love watching all your videos.

[@me09hha]

Really well explained!! Good stuff

[@elishatungamirai]

Well explained !!!!

[@telestruct]

`Very informative. thank you

[@mahmodmohamadmahfoud658]

I liked the idea of reducing the yield strength in short members in order to make the global buckling to be controlling the design rather than local buckling I would appreciate if you could refer to a very similar hand calculation to make the effect of reducing fy more clear. Thanks 😊

[@firesun]

The easiest way to do this is to use the classification requirements from the code you are working with: e.g.: b/t

[@sabalalazzawi9429]

Thanks, i understood this part bc of ur comment 😂

[@subhashdutta1132]

is it not that the slender sections would fail by buckling first before they yield? I think you just said the other way around. Shorter sections tend to fail by yielding rather than by buckling.

[@zian.2493]

I think he want to explain that in steel.. yielding is more critical than buckling..as you said.. shorter may not buckle but it fails to yielding first..longer columns fail first to buckling before yielding...therefore when dealing with steel buckling failure is more critical.

[@Anonymousin108]

I guess he wants to say less slender section will fail/global buckling after reaching local buckling...but in higly slender section failure will occur before it even reaches the stress corresponding to local buckling....Now i guess plastic hinge mechanism(high plastic moment of resistance) phenomenon occurs in less slender sectuon but it do not occurs in High slender section....

[@ashishmeena2117]

bro, there is a difference in steel and RCC in steel yielding is not a big problem because in this almost all of its fiber participates but in RCC if one fiber reaches there it will gonna fail.

[@Alern992]

its very complicated

[@classic8054]

I'm confused on distingushing Web buckling vs web crippling.

[@firesun]

It may depend on definitions in the code you use. Web crippling normally refers to a localised failure due to a point load being applied to the side of the beam (i.e. a load on the flange from a column or machine), where the web below the point load experiences crippling. Web buckling may refer to something similar or local buckling due to an axial load.

[@classic8054]

@@firesun thanks a lot

[@inyshel7018]

provide this in GRE

[@firesun]

What is GRE?

[@was0119]

Can you make more this kind of lecture ? I can even pay for it

[@richard_walls]

Glad you like the videos. We will continue to upload content as we can. Refer to our other channel, by my name, which has various other videos as well. Regards Richard