Design of Multistory Building using Etabs tutorial 5 (Using ACI code and UBC 97)

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Engineering Learning Platform

Күн бұрын

Пікірлер: 46

@shahkar_alam 5 жыл бұрын

THANKS FOR MAKING A LECTURE. ITS FULL OF KNOWLEDGE. ITS VERY HELPFUL.

@EngineeringLearningPlatform 5 жыл бұрын

See description for next parts

@theprobattleknight4185 6 жыл бұрын

Very informative etabs tutorials for building design

@showmitrabarua2555 5 жыл бұрын

Thank you very much for your helpful tutorial . But commanding so quick.

@EngineeringLearningPlatform 5 жыл бұрын

See description for next part of this video

@Engrwaleed555 3 жыл бұрын

Hi, Did you applied wall load during this tutorial?

@williamsentemtz9652 4 жыл бұрын

Thank you very much sir...You helped a lot for my final year engineering project 😊 There is detailing option is missing on etabs 2017, Can we trust the CSI detailer as it is new?

@EngineeringLearningPlatform 4 жыл бұрын

Go for 2016

@Engrwaleed555 3 жыл бұрын

4:16, Shear wall properties modifier is 0.5? And why only in one direction?

@ramonsaclolo2514 3 жыл бұрын

Any reply to this?

@hariasssss 5 жыл бұрын

please explain about the auto sequence loading concept in one video.how to do that auto sequence analysis?

@mohidirfan6914 2 жыл бұрын

Do we not change the strength reduction factors for UBC 97 while using ACI-08 ? Wont they be different ?

@EngineeringLearningPlatform 2 жыл бұрын

UBC 97 is highly conservative

@gaganpatidar9907 4 жыл бұрын

Sir, if we change the number of longitudinal reinforcement in 2 and 3 directions will affects the reinforcement area. These options are below the clear cover option in column define properties.

@EngineeringLearningPlatform 4 жыл бұрын

For slab design?

@gaganpatidar9907 4 жыл бұрын

@@EngineeringLearningPlatform no in the column design

@EngineeringLearningPlatform 4 жыл бұрын

@@gaganpatidar9907 Let it remain default

@gaganpatidar9907 4 жыл бұрын

@@EngineeringLearningPlatform I did research in this area and I found something that. We have to change them because bars of the size there define the nominal cover . Like we assume in our manual calculation of axial loading and biaxial bending of column. If that remain to 20 mm bars then in small size column it give unnecessary large reinforcement area. Also it affect the criteria of selecting equal bars on two sides or four sides. But I can't understand that why it affect result when we increase the number of bars. You check this by yourself . Make 2 same structure but change only the number of longitudinal bars in 2 and 3 direction in column definition. You will notice diferrence in reinforcement area. I want to talk more in this topic . I hope u reply.

@EngineeringLearningPlatform 4 жыл бұрын

@@gaganpatidar9907 I know . You should study the moment interaction curves of columns . And suggested is to keep uniform rebar distribution .

@firassmohamad1695 6 жыл бұрын

Nice, but it seems that you did not assign the wind coefficients Cp to get the wind load, did you?

@EngineeringLearningPlatform 6 жыл бұрын

Once selected UBC 97 and specified top and bottom storey etabs will automatically take Cp values into consideration . But u can always overwrite them .

@Anujdt 5 жыл бұрын

Sir, why stiffness modifier for Beam in torsion is 0.001? Could you explain?

@EngineeringLearningPlatform 5 жыл бұрын

Because its upto us whether we want beam to be designed for torsion or not . Since i took 0.001 so it makes beam torsionally flexible i.e the slab will absorb all torsion and beam will not have additional steel for torsion. Its choice of designer

@Anujdt 5 жыл бұрын

@@EngineeringLearningPlatform Sir, we usually see the beam fail in torsion while using modifier 1.0 or 0.35, is it right to say the slab will take all the torsional moment generated? I have been having problems on the torsion issue in beams which leads to increase in size and issuance of higher grade of concrete to it

@EngineeringLearningPlatform 5 жыл бұрын

Yes the slab will be designed stiffer and you'll see it would stop failing the beam then .

@Anujdt 5 жыл бұрын

@@EngineeringLearningPlatform does it mean we input 0.25 for slab modifier or 1.0? Since slab will be stiffer and ETABs will design the slab accordingly, and we can also provide torsional reinforcements in slabs

@EngineeringLearningPlatform 5 жыл бұрын

Actually in slab there is no comcept of torsion, it is a moment which is transferred to the beam from slab and then it becomes torsion for beam, and yes we reduce slab's stiffness to 0.25 for sake of code to incorporate cracked moment of inertia

@Engrwaleed555 3 жыл бұрын

Torsional constant should be 0.01 or 0.001? Please cross check.

@EngineeringLearningPlatform 3 жыл бұрын

Doesn't matter, 0.01 is already making it 10% of it's capacity, 0.001 will be using only 1% . Both can be used . Even 0.1 can be used . While ACI recommendation for compatibility torsion is 0.001 conservatively . It's now your choice how much conservative you want to be . You can try using both and see no or minor difference

@Engrwaleed555 3 жыл бұрын

@@EngineeringLearningPlatform Alright Cool. And why don't use reduce torsion value for column as well? We reduce it for beams only?

@EngineeringLearningPlatform 3 жыл бұрын

Beam's compatibility torsion is shared by slab thats is why we reduce that in internal beams, but not in external beams . While columns can't ignore torsion as no other sharing element, and why would a Structural Engineer not want column to be designed for forces coming to it . It doesn't make sense . Further more see ACI chapter 10, it mentions torsion modifiers are only applicable to beams .