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Thanks for the comment. And nice to know you liked this

You are welcome.

great Nice to know you liked

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Please join my group and ask there. When free will sketch for you www.civilera.com/contact-us

Please consult a Structural Engineer in your area and explain and get this designed.

Contact me on www.civilera.com/contact-us what do you do by the way

Nice to know you liked the video 🙂

It should not be creating congestion

sure :-) Glad that you liked it

yes. but they are not even designing.

B1 need not be always short even in normal slabs. It is dependent on many things. In site it is not practical in a large building as adjacent slabs may have different orientation. For your cantilever question, see if this video has any info th-cam.com/video/8GPx8ZIrZCM/w-d-xo.htmlsi=9LUZqg4tTEkJIciA

thanks great to know you liked it

Thanks for the comment and nice to know you liked it 🙂 What do you do? Are you in my community?

done

Great to know the video helped you. What do you do? You are a civil engineer or were looking for a solution while building your own?

What is your name. What do you do?

@@CIVILERABangalore I am a student👦📖🎒 , tomorrow is my presentation on soil machines

@@Updatedknowledge9 I asked you name. Tell me that + Your email. WA number and the college.

Better to avoid. If un avoidable, do proper water proofing and load take down as needed

I have my own portal and it is course.civilera.com

we have many programs. I suggest you check course.civilera.com for basic courses and contact me for mentoring

@@mohammedsafwaan9525 Use logic and simple calculations Note 2 points 1) The density difference is minor 2) Even if concrete is denser, we are replacing quite a lot of soil with water. so water is less dense. You can calculate total weight of soil and compare with that of rcc tank + water.

Total thickness of section

Thanks

hey nice to know you liked it

You need to design each level of column separately Also note that you will have 26 combinations for design. Why don't you make use of our republic day offer and learn from the course? You can find it in the link below course.civilera.com/courses/etabs-superstructure?coupon=OFFER2022 Are you in my groups and emails?

I am not a fan of reducing size. You cannot generate it unless you apply it

It is understood. When the section is thicker, chances of cracking are more. IS has decided it for over 1m. Same is different for BS. You can check the crack width calculations in these codes

ETABS will not show this. You need to check all your columns that shows up as 0.8%

Happy to see you liked it 🙂

That is a different point all together. Here we are talking about ''minimum'' eccentricity moment and this will be calculated by software based on the clause I have mentioned in the video

shell thin will be.

@@CIVILERABangalore could you tell me why ???

@@zuberibrahimsultan8771 Should be in the video. Membrane will replicate Yield line theory behavior and shells would do stiffness based

@@CIVILERABangalore got it. And thanks

hey thanks for your kind words 🙂

Text books are rarely useful for a comprehensive learning. Any ways, you can refer Professor PC Varghese's book or that by Prof Pillai and Menon or Dr Subramaniyom

B. C. Punmia

Glad you liked it! I tried to explain some thing different which will be beneficial for beginners :-)

Nice to know you liked it 🙂

Depends on the size and location of beams. Are you referring to Mivan shuttering system

Hey thanks for your comment. Happy you enjoyed the video. Are you in my group?

Generally Top rebars are not needed in Isolated footing if it is designed as a singly reinforced section. It is advisable to design as a singly reinforced section. So if you do that, the only need of top rebar in isolated footing is when the depth is more than 1000mm as per IS 456.

@@CIVILERABangalore i am using less than 1000 mm depth, even when forces is low..... there is no way where i can get zero reinforcement in top (with design strip or in FEM method) while checking for reinforcement after design in SAFE......here i am not talking about manual design....

@@vasubhadania Am sorry. I cannot understand you. 1000mm bars your won't get any where. I meant the depth. Manual or software, you don't need top rebars unless it is doubly reinforced due to lack of adequate depth

@@CIVILERABangalore sorry i actually ment 1000 mm depth.....i am trying safe because safe can also be used for combined footing..... While using safe there will always be top reinfo.... I want to resolve that.... In short i am trying to get no top reinforcement in safe but why is there always top reinforcement.....i want to know that reason..!!!

@@vasubhadania You are perhaps over using SAFE. You just analyse and zone the forces and dont use the design oprion

Thanks for the comment and great to know you liked it

@@CIVILERABangalore welcome sir. Keep uploading such videos, sir.

Thanks a lot for your comments. Am a little concerned about your question as I feel that your understanding is slightly different. The tributary area comes in to picture when you calculate the load. Am not 100% sure what you meant though. The comparison wrt rebar area is gross area vs required area to take the actual axial stress.

So tributary area is the area where the load is acting if I'm right so it's different from the actual area or?

Am not sure of your question @@ramonbaccomperi7871

Please I will like to know the meaning of tributary area.

@@ramonbaccomperi7871 See this video th-cam.com/video/LFpST17F5Bk/w-d-xo.htmlsi=nt64sgUYbO2Z84h2 I have mentioned about an area in this

Let me try 🙂What do you do now?

​@@CIVILERABangaloresir now I am working as design engineer.

ok which one and location

@@CIVILERABangalore Bangalore Sir

thanks for your comment

Hey nice of you to see your honest comment 🙂 It inspires when people comments facts. You can also subscribe here for regular updates and joining group www.civilera.com/contact-us

Thank you :-) Please spread a word about the channel in your circles You can also subscribe here for regular updates and joining group www.civilera.com/contact-us

See, this point is when you get a min steel as an end result. For ductility, there are many criteria including the strong column and weak beam! If you have rightly sized, the chances of getting such a condition of min steel is rare in large projects. But the world is not just with large projects, we do also have smaller projects. There are quite a lot of engineers who in the search of knowledge miss to remember the fact that there is a huge amount of clients looking to solve simple issues economically. I have a large number of audience on YT who are looking to freelance on their own and they do smaller projects. The motto is to enable engineers to do economically but at the same time with no compromises.

Thank you.