The STRIP WIDTH can be changed for effective depth 1240m considering the method Column width + 2d... I didn't do that as it won't change anything much here. But you can do that and check. The validation for the same will be shown in the next lecture.
Hi, could you plz put more videos about the details and tips for safe 2016 and Etabs 2017? thanks for your time and share your knowledge , you are amazing
Why are you treating one way shear failure as local failure? Is't it fail along whole width? In that case, cant you define a strip width of footing width for the calculation of one way shear?
@@ilustraca if you are taking shear force for entire width where we are expecting one way shear failure per unit width, then didnt we end up in a lesser shear force than 375 kn/m you taken. hope you understand my point. Thanks for replying and videos. Great videos.
Where did we take for entire width of footing.. ? we took it for column strip only.. that will be always the critical zone.. rest u can check making multiple strips..
We'll designing for the worst condition... so we'll not take the advantage of soil load for stability ... also in strength design it has nothing to do.. as the column load and no soil will create more critical condition
The STRIP WIDTH can be changed for effective depth 1240m considering the method Column width + 2d... I didn't do that as it won't change anything much here. But you can do that and check. The validation for the same will be shown in the next lecture.
Bro where can I find the lecture 5?.I need a pile cap design on safe. Nice lecture .thanks🎉
why u didnot show the reinforcements in safe software sir like bar size and spacing is it covered in the course ?
Hi, when you got the new amount of effective depth (d), you did not calculate the new value of strip design width?
Yes you should ... in the video I didn't do that mistakenly... but it has to be done
Hi, could you plz put more videos about the details and tips for safe 2016 and Etabs 2017? thanks for your time and share your knowledge , you are amazing
Instead of increasing further depth pedestal could also be a right option?
Why are you going to increase the depth of footing? You could increase reinforcement to increase shear capacity.
Will not it be more costly?
nice session
Sir, please continue this series
Why are you treating one way shear failure as local failure? Is't it fail along whole width? In that case, cant you define a strip width of footing width for the calculation of one way shear?
m not considering it as local . I have taken
@@ilustraca if you are taking shear force for entire width where we are expecting one way shear failure per unit width, then didnt we end up in a lesser shear force than 375 kn/m you taken. hope you understand my point. Thanks for replying and videos. Great videos.
Where did we take for entire width of footing.. ? we took it for column strip only.. that will be always the critical zone.. rest u can check making multiple strips..
What will be the difference if we design using FEM instead of strip based design?
😊 no difference... in FEM u'll get forces and moments for per meter width at any location.
Why do we need to recalculate the bearing capacity limit by adding the value 1.5x (ht. - footing thickness)?
Can’t we just take 300 KN/m2
300kN/m² is Net SBC ... base pressure has to be checked against Gross SBC
I think , strip width should be 450+(2*740)=1930 mm
Yes yes.. When we changed the depth, that will also change
As for the analysis you have used over burden pressure due to the soil on footing, then why haven't used that load case for the design?
We'll designing for the worst condition... so we'll not take the advantage of soil load for stability ... also in strength design it has nothing to do.. as the column load and no soil will create more critical condition
@@ilustraca thanks
How to select the depth of footing with strap beam?.. As it doesn't show the punching.
Find shear at d/2 distance from Colum face. Then do Vu/bd to get shear stress. that should be less than the limiting value of 0.25√fck