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Increasing the number of interaction curves and points results in higher accuracy....😇

One question is that when we copy-paste the structure from 1 file to another file, will the member properties, loads, load cases/patterns, load combinations, etc.,. be copy-pasted? Thank you...

Stupid Music

can you also make a video about rigid links, how to use them

why don't you talk? reading and watching, pausing the video all the time so frustrating. edit pause the videos for reading and play the video for demonstrating.

Thank you Mr EngineerO 👍👍

I hope that you make video about designing of transfer slap, transfer beam and floating column using aci 318-19 code and thank you for your tutorials

What about in load combination? Shall it inclue in it or not?

Thank you for always producing such an interesting and educational video.

Can't you make the foundation in etabs also?

apakah pemindahan axis ini berpengaruh pada perhitungan nantinya?

why your axe in the midle ?

I was trying to find how can I use FRP and found it here most underrated video. You are a king bro.

Very helpful, thank you! Best videos so far on this topic!

Those deformation in 3d is not showin in my 3d columb and beam

Wow..

if i draw a stiff slab instead of redrawing the columns/walls, would it give me the same results as if i drew the columns/walls ?

Thanks Sir. Cheers

If there is basement walls , they should also be modelled as stiff members??

If there is a ring beam required at the base and resting of the grid beams (like a mosque dome), how can we draw it in etabs??

Nice video..

how do you make zoom in and zoom out more smoother with scroll muse ?? thanks

How edit section and section views?

Sir can we use insertion point Method to offset beam and columns while modeling ,is there any difference in centerline modeling and insertion point

Can it be defined "joint patterns" in ETABS?, for instance dynamic water load

For checking the uplift, same envelope type of load combination (as prepared for checking bearing pressures) shall be used?

You have selected "sway special" instead of "sway intermediate"

My design doesn't show D/C ratios. It only shows N/A.. What could be possibly the reason??

Why are you so cute?

Great video bro. Is that any possibilities to place that pipe corridor horizontally across road corridor? Is it by changing the target surfaces to road corridor finishing ground? Tks 🙏

thanks Engineer. I want to now that if I make "Envelope" in load combination, will it also be used in design of structures??? and how can I restrict ETABS from designing elements under envelope load combination?

can you share your sample point fo me, please? im need your sample for learn

Really enjoy your song. Love etabs, I have used it more than 20 years. now is still the best one that I prefer. Thanks for making good clips.

thanx for information

Thank you so much Can i get the cad or the 3d file

I believe red colored shells show that ETABS consider them as walls. You did floor mesh to 25 by 25 but you did not do wall mesh there. As a result, the red colored shell was not meshed, hence you obtained only nodal forces in the corners without beam torsion. What you should do instead, is to do wall mesh on that red slab, not floor mesh.

This is the actual reason why I want to explore other software please make videos on software like Robot Structures, revit, SAP 2000 n so on..... Also please let us know which software is most dynamic for actual conditions....

Please show video of best approach in ETABS to modelling a building with its foundation stepped at four different levels downhill.

Thanks.... I generally use safe for footing design and I mostly use the strip method.... the actual issue is when I have to make all strips and their widths manual because even when I import strips from autocad drawing (either floor plan or architectural plan) it will not take the actual shape (which I made in autocad I mean following region, polyline etc) as it always takes automatic widths for strips (A and B).... Making footing in a large plan is actually a lengthy process..... I have observed that footing design with strips results in less reinforcement as compared to results from FEM please elaborate that..... If you have any ideas please let me know.... Anyways thanks a lot for this really good content frequently ☺️🎉

Hello, Please can you make such a video for columns as per IS code...!! Please....

I'm enjoying your channel. Thank you. I'll take my time checking it.

Pretty sure it is due to the beam longitudinal reinforcement. IMF and SMF system provisions avoid shear failure to happen when plastic hinges form. On the left model, the longitudinal reinforcing of the beam connected to the column is obtained by the software. Due to this, the beam reinforcement used is the most effective reinforcement area. On your right model on the other hand, you may have taken into account that the used reinforcement is higher than the effective reinforcement via the beam reinforcement overwrite. For an example, let’s say on the left model, ETABS reported a beam requires 530 mm2 of longitudinal reinforcement. The column shear will be computed right away by that amount of beam longitudinal reinforcement when plastic hinge form (M/L). The right model however, took into account that achieving 530 mm2 of longitudinal reinforcement is impractical. If 3 bars of 16 mm was used, then the used longitudinal reinforcement increased to 603 mm2, which results in higher shear demand of M/L. In most designs however, you may realize that shear demand rarely controls the column shear. Detailing provisions of ACI 318 such as confinement Ash/sbc and spacing requirements normally govern the design.

I believe this section of ACI is applicable only for Seismic Design Categories D & E in case of ductile detailing only as per Clause 18.13.1 of ACI 318..

part 2?

Should have made comparisons of running time, load distribution to shear walls specifically, and diaphragm forces via horizontal section cut of the floor plan.