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?
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!
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.
@@markonakic8870 Hi, the difference between the characteristic value and the design value is that design value is the characteristic value reduced with the appropriate safety factors (not sure if that was the question you have asked) I might be wrong or missing something...
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.
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!
It's easy to prove the wall - (fkx/partial safety factor +unfactored dead load) x section modulus of the wall
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?
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?
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.
Hi, I just wondered how did you know to use that figure? I've combed through the eurocodes and pocket book and I can't see it
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?
You need to use f,vd = f,vk/gamma m for the design shear resistance. You have only used the characteristic
Your videos are very clean, simple and easy to understand! Keep going!
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!
Yes I want this too! Has he made a video like this yet?
Code you are following asd?
Great video, do you have plans for doing a retaining wall? That would be most appreciated
Yup In the pipeline
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.
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.
6.2 refers to 3.6.2, which is used in the video, I don't see the difference as the wall is in compression only.
@@markonakic8870 Hi, the difference between the characteristic value and the design value is that design value is the characteristic value reduced with the appropriate safety factors (not sure if that was the question you have asked)
I might be wrong or missing something...
great Video, what would be the procedure for an external cavity wall with inner leaf constructed with timber ? thank you
great video, how can you check a external cavity wall with inner leaf constructed with timber?
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.
when we have head fixing @ 450/600 whatever can we assume top fully fixed?
Good video
Thanks, can you please transfer any house drawing to structural analysis let say removing wall and offer solution
How do you consider the design effects of a dpc membrane on your flexural design?
A Very good tutorial mate. I thought the pier or return wall works as a cantilever wall?
How much do you make. Ballpark
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!
12m seems very long and I’d proceed with caution and double check the caveats in approved document A.
Do a Roman aqueduct!
👍🏻
which code did you use
What sketching app are you using here?
Concepts on the iPad.