Understanding Flexural Design Results of Columns in ETABS (IS 456:2000 + IS 13920:2016)

In this video, we look at the flexural design results of columns in ETABS and the calculations behind the design results.
Please note:
The calculation of initial moments is based on Notes given in IS 456:2000 code after Clause no. 39.7.1.

[@asifalikhan78]

Thanks you very much for this detailed explanation column design results from Etabs.

[@shaileshbisht2758]

dear sir plz continue . thanks alot for ur efforts... may God bless uh..

[@islahuddin2249]

excellent i invested 32 min and is very fruitful please continue sir thank you

[@mallikarjunatkalamma]

Sir thanks so much for making this video in English language please please continue this type videos for all structural elements.

[@parthajitmalla4647]

LL reduction can only be applied when the load intensity is greater than 5 nk/sq.m

[@vasubhadania]

12:39 please check values of Kl/D (or Kl/b)
It should be 0.81x(3200-609.6)/762 and 0.913x(3200-609.6)/762

[@adityashrestha8549]

Can you explain how to calculate the stability coefficient for sway/non-sway check? How to get its value in ETABS in tabular form for all storeys?

[@kavitakataria14]

If I apply stiffness modifiers to beams and columns, KL/Depth ratio exceeds more than 12 and columns are designed as slender columns, show higher percentage of reinforcement and if I don't apply stiffness modifiers, Etabs designs those columns as short columns, pl. explain.

[@peoplespowerhellyeah8619]

Plz zoom the video so that can be visible in mobile.

[@NarongNy]

your computer sound is running at jet speed