To make a Connection / RELATIONSHIP, Don't forget to press the subscribe button with bell icon to get the latest notifications. My channel :) ruclips.net/channel/UCw9kSuR1bTFBmaMEyD_DXvQ
sorry to be off topic but does any of you know a way to log back into an Instagram account? I stupidly forgot the login password. I love any tricks you can give me
@Leonardo Caden Thanks so much for your reply. I found the site thru google and I'm in the hacking process now. Looks like it's gonna take quite some time so I will get back to you later when my account password hopefully is recovered.
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
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)?
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
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?
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?
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...
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 :)
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.
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
We use Response modification factor for intermediate, special and ordinary moment resisting frame..... Rest we do reinforcement detailing by Following the code requirements.
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?
To make a Connection / RELATIONSHIP, Don't forget to press the subscribe button with bell icon to get the latest notifications. My channel :)
ruclips.net/channel/UCw9kSuR1bTFBmaMEyD_DXvQ
sorry to be off topic but does any of you know a way to log back into an Instagram account?
I stupidly forgot the login password. I love any tricks you can give me
@Braylen Abraham Instablaster =)
@Leonardo Caden Thanks so much for your reply. I found the site thru google and I'm in the hacking process now.
Looks like it's gonna take quite some time so I will get back to you later when my account password hopefully is recovered.
@Leonardo Caden it did the trick and I now got access to my account again. Im so happy!
Thanks so much, you saved my account !
@Braylen Abraham you are welcome =)
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
How do I obtain diaphragm chords and collectors forces within a floor and apply force in Etabs? Can you send me the steps?
Very thankful to you for such a nice video series on Etab. YOu are doing great job.
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)?
When I click on the link for the download process, I do not find the Excel file. Please update the links
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
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?
Well done dude.
thanks
Sire . Are these sheets can Applied on the steel structure building?
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?
Checking drift shall be according to the ultimate design combination ? Please correct me if I am wrong
It's really great !!! Many Thanhs
Is it necessary to use these excele sheets when etabs itself giving the value of story drift?
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...
Thank you very much, sir. I did a subscription
Thanks 👍
How about serviceability of Wind Load ?? Is it same way to calculated for wind load serviceability of wind load effect?
Great Video. Sir how can we design spiral reinforcement in columns?
Yes dear we can design spiral reinforcement....
When we define column.... In the reinforcement section.
.. Select spiral instead of ties.
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
Provide diagonal members.... It will consider the behaviour as braced frame
@@civilmdc i have a concrete building, should i release moments at the start and end of columns or beams ?
i dont want put diagonal members, the bracing is provided by free-standing reinforced concrete portal frames
@@tolist-k1w No....
For diagonal bracing with hydraulic dampers.... Moment release will be considered
@@civilmdc is there any video to check hoe can i make it?
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 :)
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.
I see, thank you for enlightenment, and for your great tutorial,
@@hansenm6910 Welcome and thanks for your feedback.
@@hansenm6910Sir, if you have the excel files, can you send them to me?
@@civilmdcSir, if you have the excel files, can you send them to me?
Sir, can I get the excel sheet?
Dear link is given in the description of the video...
Please check.
If you face any issue please let me know
Alsalam Alikom, please can u make wind drift check and its limit
Do you have CivilFem 2018 or 2019?
It is present at www.civilmdc.com
@@civilmdc could you please share it? 🙏
@@TonyA-ex1sj dear it is version CivilFEM v 12. I do not know exactly the year.
@@TonyA-ex1sj please visit www.civilmdc.com you will get that software, it is present on the front page.
@@civilmdc Thank you, however I am looking for a recetlyversion. Anyway, thanks again.
God Bless
Thanks.... you too.
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
We use Response modification factor for intermediate, special and ordinary moment resisting frame.....
Rest we do reinforcement detailing by Following the code requirements.
W. Salaam
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?
@@baselaljebali2274 No
Cracked moment of inertia is basics ...
....
I mean Response modification factor R
See Google
Ohh i see, how can I identify if my frame moment resisting system is either special or intermediate or ordinary?
👍🏻