CSI ETABS - 09 - Story Drift check as per ASCE-7 16 | Part 3

[@civilmdc]

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[@braylenabraham921]

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[@leonardocaden8247]

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[@braylenabraham921]

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[@leonardocaden8247]

@Braylen Abraham you are welcome =)

[@suhaibkhan7356]

very fantastic work you are doing , otherwise in youtube other vedios are from starting taking too much time,, you doing direct check after applying load also check with code not wasting time very nice

[@BashirAhmed-jo4zq]

Very thankful to you for such a nice video series on Etab. YOu are doing great job.

[@yamilethmendoza8619]

Thanks for the video. May I ask why you use the Story Max/Avg Displacements data instead you use Diaphragm Center of Mass Displacements( like AUBC 97 video)?

[@backtomovie5382]

How do I obtain diaphragm chords and collectors forces within a floor and apply force in Etabs? Can you send me the steps?

[@mohaiminulhaque9064]

While checking soft story, story displacement, torsional irregularity, what should be the stiffness modifier for the frame sections? Is it for serviceability or for ultimate load conditions?

[@bisharasamuelbishara7033]

It's really great !!! Many Thanhs

[@AHMADSHAHEEN-t7u]

When I click on the link for the download process, I do not find the Excel file. Please update the links

[@mohammedalsharif5395]

Checking drift shall be according to the ultimate design combination ? Please correct me if I am wrong

[@TonyA-ex1sj]

Well done dude.

[@civilmdc]

thanks

[@aldiputra9236]

How about serviceability of Wind Load ?? Is it same way to calculated for wind load serviceability of wind load effect?

[@hansenm6910]

Hello sir, i have a questions: 1. You defined your seismic as UBC97 but you checked the drift based on asce provision. Is that okay? 2. If i checked it using asce, should i also countercheck it using UBC97? (Checking drift using both codes(ubc/asce)) Thank you, and a very nice tutorial :)

[@civilmdc]

Yes I did..... ( and you can also apply any method against earthquake conditions) And I have shown with both methods.... With UBC 97 Drift check and ASCE-7 16 and you have to check only with one method... Which ever suitable to you.... I have shown with both methods for demonstration purpose.

[@hansenm6910]

I see, thank you for enlightenment, and for your great tutorial,

[@civilmdc]

@@hansenm6910 Welcome and thanks for your feedback.

[@AHMADSHAHEEN-t7u]

​@@hansenm6910Sir, if you have the excel files, can you send them to me?

[@AHMADSHAHEEN-t7u]

​@@civilmdcSir, if you have the excel files, can you send them to me?

[@mohamedag8366]

Sire . Are these sheets can Applied on the steel structure building?

[@ahmedaslam7916]

Please clear my confusion.....etabs showed story drift ratio of 0.0029...but when it was solved in spreadsheet drift ratio was 0.013.....Why are both values different.....I have modelled my own building I have encountering the same issue...

[@m.shaihanayub7179]

Great Video. Sir how can we design spiral reinforcement in columns?

[@civilmdc]

Yes dear we can design spiral reinforcement.... When we define column.... In the reinforcement section. .. Select spiral instead of ties.

[@skillhnter1303]

Is it necessary to use these excele sheets when etabs itself giving the value of story drift?

[@alshaari3048]

Thank you very much, sir. I did a subscription

[@civilmdc]

Thanks 👍

[@mohamedag8366]

Sire I put the high of story in mm or in meter ? When I assign the high of story in meters in this sheet the results be Unsafe , can you explain that please ? Thanks a lot

[@yousefrabee8938]

Hi... a question about checking story drift in the UBC 97 video Seismic load were used for calculation of displacement while in the ASCE method Seismic (drift) the results of displacement were different. Can you explain the difference and which one to use?

[@tolist-k1w]

hello, how to define in Etabs that the bracing of my building is provided by concrete frames when we don't have reinforced concrete bracing wall

[@civilmdc]

Provide diagonal members.... It will consider the behaviour as braced frame

[@tolist-k1w]

@@civilmdc i have a concrete building, should i release moments at the start and end of columns or beams ?

[@tolist-k1w]

i dont want put diagonal members, the bracing is provided by free-standing reinforced concrete portal frames

[@civilmdc]

@@tolist-k1w No.... For diagonal bracing with hydraulic dampers.... Moment release will be considered

[@tolist-k1w]

@@civilmdc is there any video to check hoe can i make it?

[@mostafasultan3840]

Alsalam Alikom, please can u make wind drift check and its limit

[@ILOVEUSAFIFTY]

God Bless

[@civilmdc]

Thanks.... you too.

[@mehedihassanuzzal9740]

Sir, can I get the excel sheet?

[@civilmdc]

Dear link is given in the description of the video... Please check. If you face any issue please let me know

[@baselaljebali2274]

Salam Alykom Sir, thank you so much for your lectures really good content Regarding special or intermediate concrete moment frame, what is the difference? Is there a difference when modeling in Etabs? Kind regards

[@civilmdc]

We use Response modification factor for intermediate, special and ordinary moment resisting frame..... Rest we do reinforcement detailing by Following the code requirements.

[@civilmdc]

W. Salaam

[@baselaljebali2274]

Thank you for replying You mean the inertia modification for walls, columns and beams in etabs? If yes which Cd value should I choose for frame moment resisting combined with shear walls?

[@civilmdc]

@@baselaljebali2274 No Cracked moment of inertia is basics ... .... I mean Response modification factor R See Google

[@baselaljebali2274]

Ohh i see, how can I identify if my frame moment resisting system is either special or intermediate or ordinary?

[@TonyA-ex1sj]

Do you have CivilFem 2018 or 2019?

[@civilmdc]

It is present at www.civilmdc.com

[@TonyA-ex1sj]

@@civilmdc could you please share it? 🙏

[@civilmdc]

@@TonyA-ex1sj dear it is version CivilFEM v 12. I do not know exactly the year.

[@civilmdc]

@@TonyA-ex1sj please visit www.civilmdc.com you will get that software, it is present on the front page.

[@TonyA-ex1sj]

@@civilmdc Thank you, however I am looking for a recetlyversion. Anyway, thanks again.

[@civilideas1925]

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