Well defined interactive session ever i had seen in RUclips. Sir, kindly make a video on Foundation Design for ShearWall and Concept using SAFE software. thanks a lot sir.
Axial force C and T with Pu shall be more than 4000kn as you are using BE results.. I feel flexural moments and axial force shall be used rather than BE details since we are cross verifying the BE details of etabs
Hi.. great job..for core or C shaped shear walls. Why do we assign different piers even though they act combined. Like we connect rebars of the wall at the junction.
In 32:35 time you have mention d1,d2,d3 , IT SHOULD BE DEPTH ALONG THE LENGTH OF WALL NOT WIDTH OF WALL , D1 ,D2 D3 WILL BE ALONG MAJOR MOMENT AND PERPENDICULAR TO X-X AXIS
You or anyone who made this spreadsheet, have inserted the formula of alpha 5 is incorrectly. Makesure, it is written as (phi/(2*beta)). because actually value according to my calculation is coming out to be 0.05053 not 0.0719
your videos are very much helpful...Are you familier about the problem while designing shear wall?---Design Inadequate: Shear force exceeds maximum allowed at bottom /top of pier leg...Could you make video about it?
@@ilustraca currently I am working in a company we are doing us projects. This is my first company straight away I am doing us projects without any knowledge. Struggling day by day because it is completely different from Indian projects. Here we don't have a great resource like you. Only very few people have much experience they too don't know how to teach but they have knowledge. Feeling sad. After a long gap I joined in the organisation before that I was worked in different field. So struggling a lot to learn. Do you any advice for a people who has just starting out?
It was really fruitful session, but i had some doubts.... 1.Shear reinforcement/rebar given in the etabs is applicable to the boundary element portion or web area as we are getting 3500 mm2/m. 2. If main R/f is higher side i.e 3.4%, and the extreme fibre stress is more than 0.2Fck, so how can we provide the boundary element.
Sir, can you see row table (G-111)..is my equation right?? My input Ac=(450x300)-1080 Asc=1080 mm2 But when I input the result G-111 = 1789.83 not same with your result = 1520.16
Thanks for the informative session. I have one question, when you distribute the total load of 4200 kN to web area and boundary element, you got 2754 kN for web area but etabs desgin the web area for 830 kN axial load only. Why there is a difference in the axial load??? please reply
Good day, i know its quite late comment after your post of this video. But, i have prepared excel sheet and calculated the data which u input in the video. I found some mistakes in excel sheet formulations which are as follows. (1) In case 2, value of a4 (alpha) is not correctin your sheet. (2) In case 2, value of a5 (alpha) is not correct in your sheet. (3) In last section, short column design Pu value is not proper in your sheet. Please check and correct me if i am wrong. Regards.
0.446fck.. though it won't be needed.. once you found that the Percentage of reinf. is going more than 2.5-3% it is better to increase the size of the shear wall or the boundary element.
@@ilustraca your explanation is excellent Tq, please make a tutorials safe foundation raft foundation & pile cap design & punching shear reinforcement designed in raft
Very interest topics for daily structural engineers activities
This is grate platform where you get very grateful content. Thank u sir.
Thank full Sir, form Cambodia 🇰🇭
Awesome session conducted in depth... Waiting for future sessions as well.
Well defined interactive session ever i had seen in RUclips. Sir, kindly make a video on Foundation Design for ShearWall and Concept using SAFE software. thanks a lot sir.
Best tutor ever
very well you have explained i need this kind vedio to watch
Good work Sandeep..
Excellent sir
It was very helpful. I wash you had designed columns beams and slabs
Sir do you have any detailed video on design of beams and columns?
Very good excel sheet prepared by mr.siddique
how to provide shear reinf. in BOUNDARY ELEMENTS?
Depth info. Thanks
Thank you sir
Axial force C and T with Pu shall be more than 4000kn as you are using BE results..
I feel flexural moments and axial force shall be used rather than BE details since we are cross verifying the BE details of etabs
Hi.. great job..for core or C shaped shear walls. Why do we assign different piers even though they act combined. Like we connect rebars of the wall at the junction.
In 32:35 time you have mention d1,d2,d3 , IT SHOULD BE DEPTH ALONG THE LENGTH OF WALL NOT WIDTH OF WALL , D1 ,D2 D3 WILL BE ALONG MAJOR MOMENT AND PERPENDICULAR TO X-X AXIS
You or anyone who made this spreadsheet, have inserted the formula of alpha 5 is incorrectly. Makesure, it is written as (phi/(2*beta)). because actually value according to my calculation is coming out to be 0.05053 not 0.0719
you are right Akash
your videos are very much helpful...Are you familier about the problem while designing shear wall?---Design Inadequate: Shear force exceeds maximum allowed at bottom /top of pier leg...Could you make video about it?
Good video thanks
What does PU in flexural design means?? If Total Pu is considered from Boundary Elements
Bro in which organisation you are working for? Really you are a great resource for that company.
Can't say here😅😅...but thanks a lot for your appreaciation
@@ilustraca currently I am working in a company we are doing us projects. This is my first company straight away I am doing us projects without any knowledge. Struggling day by day because it is completely different from Indian projects. Here we don't have a great resource like you. Only very few people have much experience they too don't know how to teach but they have knowledge. Feeling sad. After a long gap I joined in the organisation before that I was worked in different field. So struggling a lot to learn. Do you any advice for a people who has just starting out?
You have to learn by yourself... keep learning and don't lose trust on u
@@ilustraca thanks for your hopeful words bro
It was really fruitful session, but i had some doubts....
1.Shear reinforcement/rebar given in the etabs is applicable to the boundary element portion or web area as we are getting 3500 mm2/m.
2. If main R/f is higher side i.e 3.4%, and the extreme fibre stress is more than 0.2Fck, so how can we provide the boundary element.
is it coupled shear wall design ,sir?
Hi engineer, can you please show if the boundary element takes the enlarge shape, how to draw the enlarged shape
Dear Sir, How we determine reinforcement rebar in the Side of raft foundation..please inform me if you have any references..thank you
Sir, thank you very much😂😂
In the formula you have written AST/(tw*Lsw)
yes, it will give you reinforcement ratio, multiply is 100, u'll get it in percentage
can you please check the value of alfa 5 which is incorrect. The value must be around 0.0505
yes.. there was some mistake
Sir, can you see row table (G-111)..is my equation right??
My input
Ac=(450x300)-1080
Asc=1080 mm2
But when I input the result G-111 = 1789.83 not same with your result = 1520.16
while calculating λ we usew the total Lw=2310, But for calculating you have used Lw=1410 mm i.e length of web only. IS it correct.
Sir how did you came to know that the %0.97 is the reinforcement in web
check the previous video on Shear wall design please
Will you provide the excel sheet?
Thanks for the informative session. I have one question, when you distribute the total load of 4200 kN to web area and boundary element, you got 2754 kN for web area but etabs desgin the web area for 830 kN axial load only. Why there is a difference in the axial load??? please reply
ETABS has some conservative approach... it used to take complete axial load on the boundary elements
can you provide this excel sheet?
Good day, i know its quite late comment after your post of this video. But, i have prepared excel sheet and calculated the data which u input in the video. I found some mistakes in excel sheet formulations which are as follows.
(1) In case 2, value of a4 (alpha) is not correctin your sheet.
(2) In case 2, value of a5 (alpha) is not correct in your sheet.
(3) In last section, short column design Pu value is not proper in your sheet. Please check and correct me if i am wrong.
Regards.
Yes yes..
Those were discussed earlier in our groups... kindly correct those.
Height of the wall - 3000mm . Is it correct ? 🤔 Or we have to take full height of wall !!
full height
Max limit of comp stress 0.2fck
More than 0.2fck What is max limit of comp stress
0.446fck.. though it won't be needed.. once you found that the Percentage of reinf. is going more than 2.5-3% it is better to increase the size of the shear wall or the boundary element.
@@ilustraca your explanation is excellent Tq, please make a tutorials safe foundation raft foundation & pile cap design & punching shear reinforcement designed in raft
Please share that excel.