CORRECTION OF MODE SHAPES IN ETABS | MODAL ANALYSIS | Advance ETABS Live Class Recording- Sandip Deb
ฝัง
- เผยแพร่เมื่อ 6 ส.ค. 2021
- CORRECTION OF MODE SHAPES IN ETABS
MODAL ANALYSIS
Advance ETABS Live Class Recording (Class 09)- Sandip Deb
Join Our Telegram Group-
t.me/ilustracacivil
Download our mobile app-
play.google.com/store/apps/de...
Advnace ETABS Course (LIVE Class Recording)-
tinyurl.com/yg8ue5m3
Site Engineer Course- tinyurl.com/yg3eks7a
AutoCAD 2D (Live)- tinyurl.com/yffavkng
ETABS Intermediate- tinyurl.com/yf3rr6kx
ETABS Basics- tinyurl.com/yh9w4omm
![เปิดบ้านสุดหรู "เเจ็ค the ghost" ลั่นถ้าป๋องกพลลำบากผมเลี้ยงเอง!! l [Nickynachat]](http://i.ytimg.com/vi/1xbW4vULqGc/mqdefault.jpg)
Sir.. This is the first time I’m thanking someone on TH-cam for content. This is what I had been looking for. U explained each and everything about modes in very detail and with examples following the IS code. It’s so much helpful. Please, keep making such detailed videos on every topic of IS codes. It’s so so much helpful.
Also, please can u make video on using the non linear geometry option available in modal analysis or at least can u plz explain when, why and how u use that option? Please.
Thank you so much sir..I came out of very big issue since long back fighting for each mid rise bldg. You made me very clear. Thanx again.
Thank you so much for sharing your experience. It really helped.
I think sir having more mass on right side .... left one will move first on application of external forces...
(Irrespective of what concept is explained i only express my opinion on which hand will move first),
Overall video is nice, Thank you
Amazing session
While modelling infill using strut analogy for g+4 building iam getting time period as 0.037 seconds is right ??
Sir..in zone III can we allow difference in time period of two translational mode less than 10%, as how code I understood table 6, pg 17. As I feel its applicable for zone IV, V from same para in I S 1893 2016 code
Sandipji..pls mk a small video explaning the another method of modal mass from 12 or no of selected modes to accumulate 65 %
How if your structure have ramp structure..normally if you model the ramp for parking the frequency will be bigger like >1000 second..that I find when I model the ramp..but after I remove the ramp the frequency being normal..do you have any suggestion for that sir??
That means can we conclude for medium rise bldgs 1st , 3rd can be translational mode with difference in time period of 10% or more, 2nd can be allowed as rotational mode.
Rest chk for sumation of 3 cumulative modes shall be 65% (as already more than 70% in very first mode in each plan direction), sumation total modes must be equal to or more than 90 percent.
Then its ok model. Pls confirm, sir.
As per code we can't.. but i general practice sometime we may have to
Medium height bldg means less than 50m. As as per 16700, 50-250m..are high rise. Or tall bldgs.
sir im facing the problem of coming very high time period values in 1,2and 3rd modes and 0 values in mass participating values. please help me how to correct it. what is the reason behind it
In my there is basement wall and the mass participation never reach 90% even after increasing the modes to 75 for the four storied RCC building having lift core walls. How can we acheive the same?
please activate static correction in your modal load case if you are using etab
As we can see why the time period which is calculated as per IS 1893:2016 and the time period in modal mass participation mass ratios are not matching.
What about CM & CR in such case, its not ideal. How check this with codal procisions, sir. Pls guide
In the last mode iam not getting 90 percentage mass participation iam getting around 70 percentage even though I have increased the mode shape how to made it 90percentage ?
For Lower Frequency how you can say the building mass will not participate?? For Lower Frequency, the time period will be high and the 1st mode occurs in the higher time period compare to other mode and 1st mode has the higher displacement and highest mass participation. Can you Clarify on this ??
Sir why we are not considering 2nd model rz value can you please explain me
vERY Nice Lecture, One Question
In my first mode ux= 20 percent uy = 40 percent
in second mode ux = 40 percent uy = 20 percent
in third mode = rotational mode
IS it ok for the design. Please clear this my doubt in your way, Thank you
in that case both of your 1st and 2nd mode will be rotational .. check the values properly.. only 60% is added to the translational direction.. diagonal movement is okay... but is 30-40% is rotation then it can't be okay...plz cross check the values
i think he had mix modes are there
Please tell how to perform modal pushover analysis
Where is the next part of his lecture????
Dear Sir, first of all thank u for a nice lecture, secondly i really want know how can we design the structure with rotation without correcting the mode shapes,due to restrain in architecture???u have talked abt it but havent explained how. Sir can you elaborate how can we design for rotation itself?
see if the structure has rotation and u r unable to correct it for some reason then obviously that will effect the forces coming due to the dynamic seismic load case...in that case u may get higher forces which will lead to heavy design!
Content is really good but Voice disturbances are very much
nice video sir
but which chapter of ACI modes are mension?
Sandipji..pls guide, as u said till date we are trying to keep 1st two modes in translation, n 3rd only in rotation, by alternating Structural columns n SW. But u said 1st, 3rd can be translation n 2nd can be rotational..which pier reviews not acceptable..any supportive clause for this case.
only in case of tall buildings u need to make the 2 fundamental modes translational... for medium height buildings, it is not that necessary..as most of the time we have restrictions in providing shear walls or higher column size.
@@ilustraca thank u so much..for clarity.
I was just finding any supportive codal cls or literature.
Can pls share the model etab file.
Shear wall is removed at lift portions along y direction
But in site practically Don by non structural wall
Automatically stiffness added.
My dout
that will be very less in compare to the structural wall... that will act as infill wall only
@@ilustraca if we Do NSW..from beam to beam at each flr with anchoring bars min of 75mm only. Then works
Sir where we can see mode shape cofficient in etabs ?
Where is next part sir..i.e eccentricity correction topics?
Can u please tell me about multimode pushover analysis in hilly slope building sir
I have never done Push over analysis.. sorry
Okay
Okay can u please tell me how to define mode shape in the rc building in etabs and how to check the modes of vibration
th-cam.com/users/liveiz1IfMgfCak?feature=share
In the first three modes iam not getting more then 65% how to increase??
Increase the number of modes
Mysore project i think it is ??
Non structural wall means propart modifiers F12=0.01 is it correct
except F11 all other will be 0.1, but it is in case of design.. even u can go for masonry wall there
You one of the best teaching in You tube
Your are DESIGN VIDEOS 100% satisfied IS CODE , someny tutorials in TH-cam
But you are following correct way,
Lucky for viewers
@@ilustraca F22 is vertical force
F11 is horizontal force
F22 should not be released
@@chiluvuritrilokraju6050 F11 is vertical..check the local axis.. forces are along the direction of local axis
@@ilustraca sir I have checked local axis F11 is horizontal force
I also want to teach
Mysore project
What is the limit of ux, uy, and rz in 1st and 2nd mode???