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Great explanation and best visual aid i saw...

You have earned my following. I once used your video to understand wind load analysis, I have searched for textbooks explaining this but I found none that explained in this context as I was having a very high eccentricity. I'd be glad if you could make a video explaining the design of moment Stiffeners on some of these bases.

I got a distinction for my final year design project because I was able to find this video to do my wind loadings on a long span truss roof. Thank you very much

Professor in your video at 15:37 timing I'm worried about 2 in the equation. The 2 should be outside under root as per me, and if not can you please explain as to why is the 2 under the root in equation tb >= (2 * stress/ phi * fy)^0.5 * c Thanks a lot in advance for the answer and Thanks for making this video.

Where does the 5m come from in this calculation?

Hi Richard, why not perform the Flange Local Bending check when performing the checks for concentrated loads per AISC section J10? Is it simply because the note " if the length of loading across the member flange is less than 0.15bf, then FLB is not checked, or is it for some other reason regarding bearing design and stiffeners? Thanks!

Is this video using eurocode 1 ? If yes what about an asymmetrical roof ?

Would you add web or connected stiffener element area in the effective area for axial capacity calcs when they are bolted connection instead of welds?

I'm trying to design a 300 sq ft building and wanted to know the structural components for 250mph, 300mph and 350 mph wind loads. Is this something difficult to do or is there a software that can easily adjust the components to support the different loads?Thank you

When you say top flange can be the restraint points for the cantilever beam, is it because the position of the load being at the top flange and therefore it is driving a destabilising force? If thats the case, if the load is positioned at the bottom flange, do you still say the critical restraint points needs to be to the top flange or in this case to the bottom flange? It is known the compressive flange is prone to buckling but what is the reason it becomes the top flange when it comes to a cantilever beam? And as mentioned above, is it because of the position of the load being at top creating a destabilising load? Thank you Prof all your lectures are fantastic😊

Blah blah blah. 4 line calculation OMG what are you teaching in universities?

BEST EXPLANTION OF ALL! Thank you. I watched many other videos before yours but this one truly is the best explained

Jesus. all you have to do is calculate the thickness of a baseplate. Not design a rocket Engine. Looks so complicated.

I have a question about the formula you have used, Bb*t^2/4. Don't we need to use the section modulus formula Bb*t^2/6 instead?

Thanks for vedio. In the last equation for the tension side, what is the 'm' ? Thanks!

Really great vedio... conceptually explained

On behalf of all UJ 3rd Year BEng Civil Eng students, thank you!

great RICHARD

How to calculate wind pressure downward and uplift open carport structure like cantilever

Hi, for taller buildings as in case b and c in Figure 7, do you have to calculate the wind pressures using the heights specified there like the way you did for the eaves and apex wind pressures?

What's Phi and Zpl how it equals area

Unable to understand Moment of resistance formula .What is Phi and Zpl

Than you Prof. Keep on sharing.

Intresting concepts

Great video! :)

What if no dominant opening will occur during periods of high wind?

you are a god send!

Only purlins are visible from balcony

Master peaceless Dots

overwrite

@2010

How does the internal pressure behave when there are no opening inside? i'm assuming internal pressure will cause a constant suction inside when wind is applied externally.

Good day, I see you have only calculated the resistance for tension in the bolts, do you not need to also check shear, combined shear and tension and Concrete cone failure and the other checks required as per SANS 51992-4?

I was lost when you say the tip of top flange is in tension in the case of downward force. Does that mean the tip of a bottom flange then carries compression?

How you calculation nthickness of stiffener plates

Thank you for this Richard!

Thanks alot for the video. Very informative

thank you very much , I was having trouble ... i could'n figure out how it was similar to a cantilever ... now it's clear, thanks.

Is SANS similar to eurocode or BS

Hi, is it possible to get a clearer view of the parameters of wind profile table ?

Hi, this tuto is great. Another point, for the Wind Effect, we have to find the peak acceleration on top too. For more information :www.linkedin.com/posts/cao-hoang-structure_wind-tallbuildings-structuraldesign-activity-7048671987644190720-FNPS?

Wowwww🤩 so clear explaining thank you so much

Hi! With which programm can I design a 2D or 3D hangar with dimensions and wind zones? Thank in advance!

If you made a mistake when calculating the tensile failure of A-B-G-D your Tr was supposed to be Tr=0.85*0.9*3655*470*10^-3. Please correct me if I am wrong

Hello, Prof I don't know if that might be a stupid question. From what you have explained we have considered the doors on the dominant wall open, how would we design if the doors are closed? Will the pressure just be the external pressure then? Don't know if my question is quite clear.

Sir, why are we using the apex height (5.5m) for calculating side pressures and roof pressures both on the Windward and Leeward sides instead of the height at the eaves(4.m)

Prof, how do you calculate the height between the apex and eaves?

Exceptionally helpful lesson from you -Thanx

Hello Richard, Thanks for your explanation, is it must to do block shear check when both gross / net areas utilization check passed ?

Prof can you help to explain the component method in steel joint