Was looking for 'this' kind of deep conceptual things which not only does some number crunching from the codes, but also gives some intuitive/experimental explanation. ❤❤
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.
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 😊
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.
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.
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....
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.
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.
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
Was looking for 'this' kind of deep conceptual things which not only does some number crunching from the codes, but also gives some intuitive/experimental explanation. ❤❤
Great, Professor! You are my hero, cant understand the concept without you
Thank you so much for your lectures. They are a game changer for me and I’m very much benefiting from it 🙏🙏
Just briliant explained!! Best i could find.Keep up the good work!
Please post more videos they are great
Thank you! Professor! I love your Video!
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.
Great lecturer sir, thank you so much
Thank you, very good explanation!
Really well explained!! Good stuff
The good stuff starts at 08:50
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 😊
The easiest way to do this is to use the classification requirements from the code you are working with: e.g.: b/t
Thanks, i understood this part bc of ur comment 😂
Well explained !!!!
`Very informative. thank you
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.
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.
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....
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.
I'm confused on distingushing Web buckling vs web crippling.
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.
@@firesun thanks a lot
provide this in GRE
What is GRE?
its very complicated
Can you make more this kind of lecture ? I can even pay for it
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
Great explanation!. Thank you, good sir!