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Great explanation, sir please do one full high-rise building analysis and design.

sir thank you , sir as in IS 1893 Part 1 , there’s two formula for design eccentricity ed= 1.5esi+0.05b or esi-0.05b ( whichever gives the most shear in frames as per code), now if we want to manually override the eccentricity in etabs , which formula shall we use among these above two ? We shall use the highest value of ed among the two which would obviously be 1.5esi+0.05b or shall we override and use both the eccentricity values defining the different load cases for the two different eccentricities?In this lecture , I think you have chosen the one with highest value of Ed, also sir , while overriding eccentricity , will this also include the static eccentricity? Or shall we substract the static eccentricity before giving the value ?

Excellent sir 👏 young structural engineer need this type of video explanation...

I have a doubt What will be the stiffness modifier for retaining wall...!?

Sir, please upload new videos regularly and guide young structural engineers like us

Sir, how we determine reinforcement in side rebar of raft foundation. Thank you

Sir,How can I calculate Time period for the structure with gradually decrese floor area?

May know where is the 40 stories demo

Thanks a lot for sharing such valuable information

Sir please provide your guidence how to calculate shear reinforcement in steel column base plate pedastal to avoid shear failure ..as well as tension failure...

Sir, please keep on uploading videos and guide young structural engineers like us

very clear and easy way. Thanks alot sir

Sr the model in your background at start has rigid diapragm?

What shall be done if base shear Vb bar (impirical) is less than Vb (by response spectrum analysis? )

Sir tutorial 12 is on what topic plz upload that also

Sir, I request to share the Etabs model and excel files for my personal knowledge and understanding

Sir can I apply the same factors using bs8110 design code?

Earlier lec ?

Sir how much percentage of base shear shall be matched. I have read that base shear calculated in RS method shall be atleast 85 percent of base shear in ES method. Can we only multiply it by .85 ESM/RSM or we need to consider full 100 percent?

SIR IT IS HARDLY POSSIBLE GET THE MODE AS STATED IN IS CODE IN PRACTICE. IS THERE ANY METHOD WITHOUT PROVIDING SOME SHEAR WALL

Sir,Is second mode always be translation or it may be torsional?

Please prepare a video on How to apply temperature stresses in buildings

Sir..in zone III can we allow difference in time period of two translational mode less than 10%, as how code I understood table 6, pg 17. As I feel its applicable for zone IV, V from same para in I S 1893 2016 code

Can any share the file 16700A1 here

Amazing. I have searched the whole youtube for lectures of this quality, but could only find this. Thanks a lot Sir for sharing your knowledge.

Very Informative... Thank You...

Very Informative... Thank You...

Very Informative... Thank You...

Sir, what about tutorial 10? not in the list???

Very Informative... Thank you...

Very Informative... Thank you...

Very Informative. Thank You...

Very informative... Thank you...

Very Informative... Thank you....

Very Informative... Thank You...

Very Informative... Thank you....

Very Informative... Thank you....

Very Informative... Thank you...

Very Informative... Thank you...

Sir can you please through some light on cl. 7.10 of IS 1893:2002 and how can we apply this clause in our etabs model.

Hello Sir, I want to ask 1 question sir , in Zone 3 school building can we off the beam capacity ratio and increase 25 to 30 percent of steel, because I have read the commentary of IS13920 that commentary said in zone 3 we can provide a lower level of ductility. and thank you for the vedios sir.

Sir 1.5 eq and wind case needs to be added to the pdelta case in order to capture the effect of pdelta due to eq and wind. Currently only pdelta due to gravity has been captured.

There is only one word for this video :- awesome.👍

Sir, is it necessary to maintain difference in time period by 10% atleast while removing torsional irregularity..If not then what’s d max % difference between 2nd nd 3rd mode time period if my structure undergoes in torsion under 3rd mode?

Sir please make a video on multistorey flat slab building 🏢 I am eagerly waiting

Thanks sir, for making such a informative content.

Commonly ignored topic but the heart of concrete design! With cracks, concrete may or may not achieve it's desired strength! Hence all the strength calculations can become invalid! To know if that crack is insignificant, we have to have insights! Thank you sir for the initiative... Of lecturing on crack of concrete series.

Great effort sir … thanks for providing such a useful information

Great 👍

Sir I think that since the value of vertical spectrum is constant for a value of 0.4 (=2/3x2.5x0.24), the scale factor in the load case definition of Spz should be I/2R=0.1 (for I=1 & R=5) which is again to be multiplied by a multiplying factor equal to the maximum of either the horizontal X- direction or horizontal Y- direction. This is again to be multiplied by 5 for the cantilever beam design. Please clarify.