Your videos are very clean, simple and easy to understand! Keep going!

Great example, only a small comment at bending check Mrd formula make sure you use the Gk = 0.476 n/mm2 and not the Reaction from the beam 54kN.

You need to use f,vd = f,vk/gamma m for the design shear resistance. You have only used the characteristic

Question - are you considering the piers as part of the stability system - if so surely they should be designed as a cantilever or designed like a shear wall to ensure no tension occurs and the compressive stress in the masonry is not exceeded?

These are super useful, can you do one where we check masonry panels which do not have any buttressing elements to check whether wind-posts / buttressing elements are needed? I.e. single storey rear extensions? Thanks!

Great work! Is 900 and 1000mm length of return wall too optimistic? Shall we deduct the thickness of external cavity wall which gives us 600 and 700mm?

Good video, however I have a couple of queries: - Should you have considered the shear walls as cantilevers instead of simply supported beams? - You are comparing the characteristic value of the shear strength with your shear load. Shouldn't you have calculated the Design value of shear resistance according with EC6-1-1 6.2? There is a big difference between the 2.

great Video, what would be the procedure for an external cavity wall with inner leaf constructed with timber ? thank you

Good video

great video, how can you check a external cavity wall with inner leaf constructed with timber?

Great video, do you have plans for doing a retaining wall? That would be most appreciated

Hi Im confused by the last bit. You used 54 for Gk in your moment calc. Is this correct. I thought it would have been 0.476 n/mm2?

A Very good tutorial mate. I thought the pier or return wall works as a cantilever wall?

when we have head fixing @ 450/600 whatever can we assume top fully fixed?

Thanks, can you please transfer any house drawing to structural analysis let say removing wall and offer solution

Code you are following asd?

Why do you use shear force on the top of the wall and distribute for bending. Shear force should stay on the top of the wall, the bending is from the wind acting on the ground floor panel.

How do you consider the design effects of a dpc membrane on your flexural design?

hey buddy can you make same example but to BS5628 to compare to my solution, I still dont trust the EC6 may in 10 year times I ll trust the EC6.

How much do you make. Ballpark

which code did you use

Do a Roman aqueduct!

Strange I stumbled on this as I had something similar in the day job! Approved Document A seems to suggest a wall could technically be 12m long without any form of buttressing. Would you agree with this or should wind load checks be checked on newly proposed walls as standard (new dwelling). Thanks!

What sketching app are you using here?

👍🏻