Modeling and Analysis of G+3 Building | Complete Etabs Tutorial | Learn for free(No experience reqd)
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- เผยแพร่เมื่อ 11 ก.ย. 2020
- This video will show you how to model and analyze G+3 residential buildings in ETABS according to the Indian standard code.
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Very comprehensive and well-explained. This is probably the best I've seen.
Glad it was helpful!!
Ka bata ho hajur ekdam babbal lagyo malai ta ...yesto videos ajai banaunu yrr dherai ramro ..😍😍
Thanks hajur. Bistarai aaucha hai sir
This video is very informative with simple explanation and really appreciated sir. I'm watching all the videos for complete building design. Thank you sir.
Cheers
@@civilconst sir, I got one doubt to be cleared. In some tutorials, i found that the beams with exterior columns are align with the exterior face of the column. But it didn't happen in your tutorials. So, which one do I hav to follow, sir?. Thank you.
I like the way you described everything....detailed and the best part music is slow and does not affect the narration. Well done.
Thanks.
Great. U made it very easy
Cheers
thanks for posting a etabs video that speaks proper english.
No worries!
Great work sir 👍very informative 😊
Structural analysis and finite element method basics
th-cam.com/channels/fZBo0T5G0W_rGYHAXfYIRw.htmlvideos
👍🏻👍🏻
❤❤
Sir, thanks for the knowledge that you have provided in this vedio, I have a doubt that how the sunken slabs and low roofs are designed, I would be thankful that and I hope that it will be useful for many of us.....
So nice of you
will make a video soon
Thanks alot 🙏.. well explained
Glad it was helpful!
Nice informative vedio ❤❤❤
Cheers
Thanks you are helped me
Glad to hear that
Please make a video on detailing I mean how to provide bars in column beam and slab. Please make video on this I really like your videos.
Sure. I will upload it.
Great video. Is it also necessary to have 10% difference in fundamental time period of building in prinicipal plan direction?
Tyo 10% chai type of combination select garna ho, if two consecutive modes are closely spaced ( frequency within 10% of each other) stress resultants for these two modes are added by absolute values. For such modes, if the SRSS combination method is used, the modal action effects from any modes shall be first combined by direct summation ignoring any sign. Hence this method is valid for both closely spaced and ‘not closely spaced’ modes. NBC 105:2020 le chai 15% rakheko cha.
Excellent
Thank you! Cheers!
Why u designed slab to be shell thin... could u please explain??
What about stiffness modification for column and beam ..
Generally we take it as .70 for column and .35 for beam
I have made a video regarding it. You can find it.
Well done, appreciate your effort. You are taking 1st floor beam as ground floor beam. As per your architectural and etabs model drawing ground/grade/plinth beam is at level zero (0). But you haven't drawn the beam which will sustain/carry wall load from the above. The base of the footing is at level -1.45m. So there is a short column. Won't you consider this for subsequent foundation design including surcharge & applicable load. I suppose if meshing is set to none by default then program won't mesh the slabs/elements and frame joint etc. Plz clarify
Since the plinth beam rests on ground so nominal rebar will be sufficient so i haven’t modelled it. Similarly if the builidng doesn’t have basement then it is not neccessary to draw column below ground level. Short column arises if the effective height of column in respective floor is different. In our case it is 1.45 m for all columns so not to worry about it.
@@civilconst but you cant call 1F beam as GF beam. By short column, I mean short column effect. Since all the column below is at 1.45m, not to worry as per your saying. and regarding meshing of element and frame joint, you haven't answered my question. Do we need to mesh or not? does etabs auto mesh by default. thanks once again.
Can you tell me how to rectify the torsional issue if the Ux and Uy of mode 1 and mode 2 does not exceed 40%??
Increase stiffness of building in that particular direction where mass participation is less.
Great video , sir can you share the link of the video where u have explained more about eccentricity’s calculation? And also , what if the eccentricity calculated is more than the permissible? What shall we do then?
th-cam.com/video/dRfezpjJdXA/w-d-xo.html
Check at 12:00 minutes
@@civilconst sir if my eccentricity is more than 5% , then I need to add the eccentricity as per formula in the code , to the eccentricity part at load pattern while defining the lateral load???
Etabs 2016 ma B/C capacity ratio kam hunxa soo tei aanusar reinforcement lidaa safe hoo kii nae
Ah milcha. naya code not implemented yet.
Dear Sir good morning please make a vedio having circular beams and explain how it can be made in ETABS SOFTWARE
As soon as possible
sir what about the irregular floor plan ?? How to draw its grid??
Sir can you make structure to be check like design.
Sir am new to ur channel and subscribed,nice explanation,is this design as per reality sir, kindly reply asap, thank you
Thank you for joining us.
Yes it is as per real practise.
In ur video the time period in etabs is greater than calculated by 44 % but in my work, the time period in etabs is less than calculated by 7% . What is the problem and how to fix it.
There was a problem in assidning the mass source, and i rectified this mistake . Now the time period is greater than calculated- (.075*ht^.75) by 68%. Is it ok. If not, any remedies??
May be your building is less stiffer. Check with greater column size . Should be fine though with that value. Check other modal information as well.
Please upload vedio about detailing
Sure. Will upload it soon
Sir it is very helpful
But in my etabs for all columns it's showing same area of steel i.e 0.80% of steel for column and 0.22%of steel for beams please help
Check your load combination considered for design
Great video sir😍😍
Sir iam final year student nd making project on mono column building.can u make video on design nd analysis of mono column multi story building in etab??
yas bata malai dherai help milxa nd i request to send me excel file nd etab file for reference
Okay sure
Sir how to assign lift loads, water pressure and soil pressure load??
Sir plzz make a video on these load patterns🙏🙏🙏🙏
Hey there.
Our next video will cover that for sure.
Thanks. Do subscribe
Thank you sir🙏
@@civilconst thank you sir🙏
sir residential building ko lagi NBC ma dherai reinforcement aayuxa ke IS code anusar garda ? i got more in IS code in column
Aaaunnu parne NBC ma ho .
@@civilconst but sir in NBC we have seismic coefficient of around 0.131 for low rise building and have the load combination of DL+lamda LL+ or - EQ load while in IS code for same height seismic coefficient will be 0.09 and load combination with 1.5 factor on earthquake load which makes total load 0.09*1.5=0.135 which is greater than 0.131 which was obtained from IS . so how come it can be greater? is my question
Sit... What is meaning of mass participation ratio....
In simple terms we can say percentage of mass participating during seismic motion
needed in 480p
sir mero max story displacement nd max story drift calculated vanda badhi aai rahe xa etab ma tyslai kasari reduce garne ??
plzz reply if any one know
Stiffness badaune
For external wall load why thickness 0.11 only considered?
It's not mandatory to provide 0.23 m wall for external case. depends on architecture plan.
My diaphragms diagram is coming different for different storey. Why?
While drawing Column,beam,slab they are not coincide together.
Why plinth beam is not modelled sir?
Seismic height is considered from top of plinth beam, so nominal reinforcement is sufficient.
please sir can i get the autocad file?
Structural analysis and finite element method basics
th-cam.com/channels/fZBo0T5G0W_rGYHAXfYIRw.htmlvideos
@@Catloverss95 Thank you Sir🙏
Babaal
thank you
Time period came 79% what to do? Is it safe?
That will depend on stiffness of your building as well. It's not mandatory to 50%. Its just for usual residential building with general loadings.
Session is informative but loud background music is annoying.
where was the slab design and reinforcement detailed?
Sorry.
How can we hide diaphram??
Ctrl + w, uncheck show diaphragm
Why there is no releases for the secondary beam???
Considering construction practise
@@civilconst So can u leave assigning releases to secondary beam,Wonot it create any problem???
@@rupeshkumarpajiyar8252 if u don't release than there is no problem, because just u will get the -ve moment at the support, and the percentage of steel will increase so ur cost will increase. And if u release the moment than there will be no negative moment and the beam will act as simply supported. And percentage of steel will be less.
Bravo.
@@ansariabid5623 this is very relative.we get higher bending moment in secondary beam when designed as simply supported condition , so size of secondary beam increases and rebar in secondary beam increases. so in terms of cost I guess there is not much difference in both cases. One compensates the other either releasing or not releasing.
Sir can i get autocad file