Structural Analysis and Design - Understanding bracing and bending moments in buildings
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- เผยแพร่เมื่อ 24 ก.ค. 2024
- This video discusses the basics of bending moment diagrams, and develops this through to understand load paths in real buildings (as stiffness is added on).
Copyright Stellenbosch University
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Thank you so much
You don't know how many people you are helping to grasp such concept
Please upload more videos
You are really talented
THIS IS THE BEST AND THE SMATREST WAY OF EXPLAINING HOW THE STRUCTURAL FRAMES BEHAVE !!UNIQUE IDEA SIR....HATS OFF TO YOU. THIS MUST BE MADE COMPUSLORY DEMONSTRATION IN ALL 'THEORY OF STRUCTURE' CLASSES !!!!!!!!!!!!!!!!!!!!!!!!!
This video is so informative, thanks for putting this up, Prof!
This is just brilliant! Thanks so much
amazing. just an amazing explanation
Extremely helpful. Thank you
Thank Man . Wonderfully Explained
Thank you for an awesome refresher 😊
Thank you for the video, it will be very useful to me! Watching from Brazil.
Thank you soooo much!!! Very helpful! Please make more awesome videos! Also please show your mouse so that you can point to the areas where you mean the force is being applied, needed to rewatch and understand where exactly the force was applied but I guess it deepened my understanding!
thanks a lot for the elaboration
NICE ONE, THANKS
Great explainer, could you discuss about tapered steel frame design in Eurocode 3?
Million worthful ❤
Thank you
Pleasure. Glad it was useful.
Very helpful video(s)! Do you plan on any new videos?
Brilliant video. Where did u get that frame model? It's really useful.
Thanks to
Sir Helms
Sir Isaac Wait
❤
So the portal frame moment is at the joint between the vertical and horizontal members not at the base
thank you sir for sharing your amazing knowledge , could you talk about how to design curved steel beam .
Unfortunately we don't do curved beams in our course. Sorry about that. I think there are some AISC guidelines for that.
Sir please add some more points about how to analyze semi rigid diaphrams. Thank you in advance
The Eurocode and journals have the best details about semi rigid diaphragms that I know of. That is a fairly complex task which we don't cover.
If your bracing could carry compressive loads, would you have one member of the cross bracing in compression and one in tension, adding further internal reactive forces?
If you have compression bracing you only need one diagonal, which will operate in tension and compression. There are some circumstances when you need to do that because there are doors, services, conveyor belts, etc. that prevent you from putting in full cross-bracing.
@@firesun I am finding these videos very useful. Many thanks for your time and for putting these up. I also had to invest in a Mola model after this haha
2 is better than 1.
hello i came across your channel ... looking for advice... omy, i was asked by building control regarding wind bracing on a flat roofed steel frame 5250mm in height . each bay 4900mm. designed the cols and beams with moment joints, the council refused it saying laterally unrestrained...
It is possible to design a structure with moment resisting frames rather than bracing. However, it needs to be ensured the structure is braced in both directions. For minor axis bending that can be a problem unless a separate frame is added. However, without knowledge of the system discussed it is just speculative.
And you have a great accent!
Haha. Thanks very much. Come visit us in South Africa to hear more.
@@firesun I'd love to
The book design of wood structures by Breyer covers advanced topics and wind and seismic design but does neglect foundation design.
I assume there is no moment at the pinned base since the column is a cantilever with o moment at the free end
Correct. Where there is a pin there is no moment in a member.
Thank you for the video. Could you please clarify at 4:00 "deflection is proportional to stiffness" - I thought deflection is inversely proportional to stiffness and so the stiffer the element, the less deflection will be.
Dear Sasa. Yes, you are correct. Deflection is inversely proportional to stiffness: [F] = [K]{X}. As the stiffness increases the deflection decreases. It was just a slip of the tongue while talking. Kind regards Richard
Correct me if I'm wrong but the columns that are not on the ends will carry twice the load
That is sometimes assumed in approximate analysis methods that internal columns are stiffer and attract twice the bending moment.
What did you use to make the frames?
The frames are made with the Mola Model. You can find details about it online and purchase one yourself.
@@firesun thanks! I've ordered one. Found this incredibly useful
@@firesun Dear @FireSUN, Can you give me a link to purchase the Mole Model. Thank you.
@@sabanakduman8436 molamodel.com/
So make sure your building has walls.
Why do these boring idiots discuss cases with hinged/roller joints ??? Virtually every structure is connected using at lease four bolt, thereby making it a moment connection by creating a couple between bolts. The entire structural engineering is so f'ing conservative that we ignore the moments , and waste time and material in bracing them.
Unfortunately that is not true. Often in practice bolts are placed within the depth of I-beams to make a base pinned. Also, if a foundation is not sufficiently large enough it will rotate resulting in the base become pinned.