sorry for making some part as blur for lateral sway check.... the only things is you need to consider wind load cases for lateral sway check and compare with H/500 value..... hope you will not face any difficulty for that....
Hi Akshay, as per the same steps followed in my model for torsion irregularity check but i am getting ratio 2 and 2+ for ELY+e in FF, SF, TF and Terrace in x direcn which is >1.5. What may be the reason For X directoon it should not show ELy+e combination. Cross checked load patterns and load combination, everything is correct but results not showing properly. How come ELy+e combination for x direcn values displayed. Could you resolve or any suggestions to debug
In static earthquake there is no other direction force only in foce in one direction hence there should not possiblity of displacement in other direction..... kindly check load pattern, load case and combinations....
Hello again! I've used your method for analyzing a structure of my own design with Shear wall(I've also meshed the shear wall). While check model, i didn't get any error. But while running the analysis, my structure seems to have no error, but it says warning for some equations not solveable and lost accuracy. what does it mean? please explain. It says OK. in all required places though.
Thank you for your reply, i rectified my mistake. I designed a multistorey single core structure with the help of your method. Ratio of max and min displacement was more on the shear wall side having openings. I reduced the opening sizes, and the structure got corrected and warnings as well as the ratio got satisfied.
I read your comments to others as well, so using that i realised where to correct and corrected my mistake. I understood very well based on your teaching. Thank you for such a great course!
At 4:18, when i go for filter option for story drift, I didn't get the Design & service load combination list ...In your video its showing 1 of 700 files in story drift but in mine it's only 54....but when i go for "Story max over avg displacement" than all the options of design and service load is coming in filter same like yours in the story drift filter....I don't know why it's happening in my latest verison of etab 20 file...Any solution Sir ?
i'm haven't operate on the latest version of ETABS so that i'm unable to explain but upto version 18 they has the option availble as i shown in the video....
@@AkshayThakur Ok sir no problem...and thanks for providing such a knowledgeable content...hoping to see some more videos like these on other courses as well in near future...
I v modelled the same structure and applied SIDL using brick wall ...after i run the analysis storey drift fr some combination z exceeding the limiting value..plz help.. 🤔
check the model - all properties, joint intersection points, earthquake load pattern details.... it should not happen because this is very small structure with good enough framing....
there are a lot different checks if the building is high-rise and for such buildings you need to check for various paramenters for minimnum base shear, scaling response spectrum, number of modes, mininum frequency, p-delta, etc. as per IS.1893.1.2016 and IS.16700.2017
see the new amendment in which code modify value if it is less than 1.2 then no torsional irregularity, 1.2 to 1.4 torsional irregularity exists, more than 1.4 extreme torsional irregularity.
if you want to correct torsional irregularity then either you have to work on your modal analysis results or otherwise make the displacements at all corners in control by adding shear walls so no coupling torsional action will generate for seismic loads.... hope it helps...
After Analysis Go to Option "Display" under which you can check All the forces for each member for any load/load combination/load combination envelope...
here structure is symmetric so no need to check in negative direction so that I don't made that.... hope you get it! for irregular structures we need that one...
see then it is in earthquake+-eccentricity case then for small structure you can ignore it.... but, it must satisfy for general load pattern ELX and ELY
for particular direction your torsional irregularity fails means.... you have to check deflected shape in plan for that particular direction and see one of your end is twisting more so.... to avoid this twisting you have to make your building stiff to part where displacements are higher by doing change in column orientation or adding shear wall or resizing column etc.....
_If you complete the course, then I'd be happy If you give me the feedback of this course by just filling this google form_ _forms.gle/Q7gUW4untqbBszfs8_
Hi sir I have a doubt that is for calculation of lateral sway we are taking service load combinations, we have 33 service load combinations. when we apply this all load in X direction then 33 deflections results should shown same thing will happen in Y direction. ie 33+33=66 sway deflections result should show but in your excel sheet only 34 deflections result shown. Please explain this.......
in IS 1893.1-2016 Table 5 says consider Lateral Load and check displacement and it should not be more than max to min ratio of 1.5 & for storey drift Cl.7.11.1.1 states all loads need to be consider with 1.0 partial safety factor, where as as per IS 456 load combos with partial safety factor 1.5 and 1.2 are design load combination and 1.0 are serviceability load combinations & for Lateral Sway, here we not consider gust effect, and so that i take serviceability load combinations ... & basically serviceability load combinations are for check for deflection and crack .... Watch Video carefully ...then, no concept will miss ... Happy Learning!
sir in the analysis log, number of joints shown in your log is 945, whereas in my log it is showing 940, your with restraints shows 47, mine is showing 42, your with mass is showing 96, mine is showing 71 and so on.... what could be the mistake that I have made??
No, then also it will fail... See, Dyanmic Analysis just give you some more refine Base Shear more over your earthquake force distribution from Diaphragm to all structural members is same as it before so, it may there produce same kind of displacements so it won't change your torsional irregularity!
it you click run analysis and if process is completed then you can go to option display under ribbon and check deformation for any load case or load combination, it will be display... if they are not showing then there may be a software problem or any other problem!
then you have to maintain structure weight balace by adding or removing or reaggranging structual elements like beams, columns and shear walls, w.r.t. diaphragm centre as per your results of x & y co-ordinatates which are given by ETABS
check under load cases table (define -> load cases) is there wind load case is prepared or not... and also check, is it you properly assign the wind load pattern under option load pattern if it is still not showing then, it may be a internal software repair issue so I recommend you to reinstall the software...
it means your diaplacement values are high as in consideration with your storey hight... to overcome the failed results do anything according to you which can decrease the displacement such as make some changes in the floor plan layout or increase the vertical section sizes, etc.
@@AkshayThakur Ok I will check. By the way it's very simple box structure. No secondary beam nothing just a simple box structure of 5 story. I don't knw wht I have done wrong.
Go to Display and Click the Option Deformed Shape w.r.t. Load Case/Combo you can get the results *model should be analysed and locked otherwise results will not shown...
I think the analysis is not run properly .. what might be the cause... Usually after modelling and analysis in every FE software... Deform shape is visible automatically
Always Check Model for any modelling error before analysis through the option Check Model under Analyze Option in ETABS otherwise software will check model throughly after you start Analysis... Don't run to many software in background if your system has less configuarations...
That's a not a big deal sir we make own self, but thanku so much sir for this effort. No one can uploaded a full design video on any project but your are also provide excel sheet as well. Salute you sir
Results are shown only to the Locked Model [Analysed Model], Sometime because of time-out results may not shown so again view by refeshing the window ...
![6.13 Assign Super Imposed Dead Loads [SIDL] │ Design of RCC Building by ETABS │ Akshay Thakur](http://i.ytimg.com/vi/aK2UbLWuc8I/mqdefault.jpg)
sorry for making some part as blur for lateral sway check.... the only things is you need to consider wind load cases for lateral sway check and compare with H/500 value..... hope you will not face any difficulty for that....
@Arif Jamal thanks dear.
Bro i do not get beam deflections in animations but get the slab deflections. Any idea why?
@@nikhilkurtarkar427 check all the assign properties and loads over the beam, if it is still not showing then once reinstall software...
@AkshayThakur awesome.
thanks....
thanks akshay sir for helping me out in my final year project.
Welcome Dear!
Very good information i get from this video 🙏
happy learning ...
Hi Akshay, as per the same steps followed in my model for torsion irregularity check but i am getting ratio 2 and 2+ for ELY+e in FF, SF, TF and Terrace in x direcn which is >1.5. What may be the reason
For X directoon it should not show ELy+e combination.
Cross checked load patterns and load combination, everything is correct but results not showing properly. How come ELy+e combination for x direcn values displayed.
Could you resolve or any suggestions to debug
In static earthquake there is no other direction force only in foce in one direction hence there should not possiblity of displacement in other direction.....
kindly check load pattern, load case and combinations....
Very good 👍..will follow you
Happy Learning!
Hello again!
I've used your method for analyzing a structure of my own design with Shear wall(I've also meshed the shear wall). While check model, i didn't get any error. But while running the analysis, my structure seems to have no error, but it says warning for some equations not solveable and lost accuracy. what does it mean? please explain. It says OK. in all required places though.
is that you provide proper restraints to support, that might be the reason...
Thank you for your reply, i rectified my mistake. I designed a multistorey single core structure with the help of your method. Ratio of max and min displacement was more on the shear wall side having openings. I reduced the opening sizes, and the structure got corrected and warnings as well as the ratio got satisfied.
I read your comments to others as well, so using that i realised where to correct and corrected my mistake. I understood very well based on your teaching. Thank you for such a great course!
@@arulselvan6768 thanks for the feedback...
At 4:18, when i go for filter option for story drift, I didn't get the Design & service load combination list ...In your video its showing 1 of 700 files in story drift but in mine it's only 54....but when i go for "Story max over avg displacement" than all the options of design and service load is coming in filter same like yours in the story drift filter....I don't know why it's happening in my latest verison of etab 20 file...Any solution Sir ?
i'm haven't operate on the latest version of ETABS so that i'm unable to explain but upto version 18 they has the option availble as i shown in the video....
@@AkshayThakur Ok sir no problem...and thanks for providing such a knowledgeable content...hoping to see some more videos like these on other courses as well in near future...
I v modelled the same structure and applied SIDL using brick wall ...after i run the analysis storey drift fr some combination z exceeding the limiting value..plz help.. 🤔
check the model - all properties, joint intersection points, earthquake load pattern details.... it should not happen because this is very small structure with good enough framing....
sir what are the other checks other than this we have applied if we are designing multistorey apartment
there are a lot different checks if the building is high-rise and for such buildings you need to check for various paramenters for minimnum base shear, scaling response spectrum, number of modes, mininum frequency, p-delta, etc. as per IS.1893.1.2016 and IS.16700.2017
How to correct if I get torsional irregularity is greater that the stipulated code of 1.5?
see the new amendment in which code modify value if it is less than 1.2 then no torsional irregularity, 1.2 to 1.4 torsional irregularity exists, more than 1.4 extreme torsional irregularity.
if you want to correct torsional irregularity then either you have to work on your modal analysis results or otherwise make the displacements at all corners in control by adding shear walls so no coupling torsional action will generate for seismic loads....
hope it helps...
sir,i have done story check ,for some combinations the story drifts are failing ,
what to do now
add column/ shear walls or thicken the existing sizes in particular direction in which it fails....
adujst stiffness at storey where it fails...
Thanks Akshay for your help. Can you tell check for shear force and bending moment as well like the way you did for torsional Irregularity.
After Analysis Go to Option "Display" under which you can check All the forces for each member for any load/load combination/load combination envelope...
please upload tutorial on dynamic analysis of structure
pranabeh sen, your suggestion i will take for future video creation.
sir we havent assign the windload on structrue..displacement table is not coming for wind load
only for load cases and and combination respective directionwise displacement are calculated by etabs under option display -> tables
@@AkshayThakur ok sir ..thanks a lot
sir I enable copy the data from table in etabs 18.2
which verson is best
over the version ETABS 2015 (V.15) all have almost same interface... I suggest use latest version!
Sir, won’t we check for story drift, torsional irregularity and lateral sway in negative x and negative y direction?
Please do reply.
here structure is symmetric so no need to check in negative direction so that I don't made that.... hope you get it!
for irregular structures we need that one...
what shall be done in case torsional irregularity fails for EARTHQUAKE IN Y DIRECTION + Eccentricity
4 VALUES COMING AROUND 2.2 TO 2.9
means your modal analysis results are not upto the mark....
see then it is in earthquake+-eccentricity case then for small structure you can ignore it....
but, it must satisfy for general load pattern ELX and ELY
for particular direction your torsional irregularity fails means....
you have to check deflected shape in plan for that particular direction and see one of your end is twisting more so.... to avoid this twisting you have to make your building stiff to part where displacements are higher by doing change in column orientation or adding shear wall or resizing column etc.....
_If you complete the course, then I'd be happy If you give me the feedback of this course by just filling this google form_ _forms.gle/Q7gUW4untqbBszfs8_
Hi sir I have a doubt that is for calculation of lateral sway we are taking service load combinations, we have 33 service load combinations. when we apply this all load in X direction then 33 deflections results should shown same thing will happen in Y direction. ie 33+33=66 sway deflections result should show but in your excel sheet only 34 deflections result shown. Please explain this.......
for lateral sway use load case wind load not load combinations...
Ok thanks
Sir while checking torsionally irregularity u used eq load case .why u didn't use service load combination as done in case of drift and sway ?
Read IS 1893 Clauses, Carefully ... you will got the things when to take Load and when to take Combinations ...
in IS 1893.1-2016 Table 5 says consider Lateral Load and check displacement and it should not be more than max to min ratio of 1.5
& for storey drift Cl.7.11.1.1 states all loads need to be consider with 1.0 partial safety factor, where as as per IS 456 load combos with partial safety factor 1.5 and 1.2 are design load combination and 1.0 are serviceability load combinations
& for Lateral Sway, here we not consider gust effect, and so that i take serviceability load combinations ...
& basically serviceability load combinations are for check for deflection and crack ....
Watch Video carefully ...then, no concept will miss ...
Happy Learning!
@@AkshayThakur thank u sir 😊
welcome, prashant ....
Sir Can i get the Excel Sheets for Analysis Checks Please....,
check the description box...
how do we know which load combination is to be used for which analysis?
load combinations are depends on type of structure, soil type, building orientation (orthogonal/non-orthogonal) refer clause 6.3 of IS.1893.1.2016
depending your conditions of building structure you need to prepare load combination by following set of rule in clause 6.3
sir in the analysis log, number of joints shown in your log is 945, whereas in my log it is showing 940, your with restraints shows 47, mine is showing 42, your with mass is showing 96, mine is showing 71 and so on.... what could be the mistake that I have made??
that thing does't matter....
wherever your slabs are break, frame elements end ponts there joint created by etabs
Restraints means supports
might be, there are two extra joints in your structure so thats happen...
what is the solution if the building fails in torsion irregularity check?
change the arrangement of structural plan to make structure stable!
What if we just carry out the dynamic analysis(response spectrum) without changing the geometry?...Is it ok?
No, then also it will fail...
See, Dyanmic Analysis just give you some more refine Base Shear more over your earthquake force distribution from Diaphragm to all structural members is same as it before so, it may there produce same kind of displacements so it won't change your torsional irregularity!
Hi Akshay Thakur I run the analysis But it is not showing the deformations after running the analysis but I can see the last analysis log
it you click run analysis and if process is completed then you can go to option display under ribbon and check deformation for any load case or load combination, it will be display...
if they are not showing then there may be a software problem or any other problem!
SIR IF OUR STRUCTURE IS TORSIONALLY IRREGULAR THAN WHAT TO DO.WHAT CHANGES SHOULD BE MADE
then you have to maintain structure weight balace by adding or removing or reaggranging structual elements like beams, columns and shear walls, w.r.t. diaphragm centre as per your results of x & y co-ordinatates which are given by ETABS
SIR WIND LOAD CASE IS NOT COMING IN THE DISPLACEMENT TABLE OF ETABS.PLEASE HELP
check under load cases table (define -> load cases) is there wind load case is prepared or not...
and also check, is it you properly assign the wind load pattern under option load pattern
if it is still not showing then, it may be a internal software repair issue so I recommend you to reinstall the software...
Thankyou sir
awesome
thank you, pranabesh sen
n what about base shear check sir?
Scaling is made for Dynamic Analysis for scaling Response Sprectrum Function with static earthquake load cases ... not for Static Analysis ...
What if the story drift check fails. It is exceeding 0.004.
it means your diaplacement values are high as in consideration with your storey hight... to overcome the failed results do anything according to you which can decrease the displacement such as make some changes in the floor plan layout or increase the vertical section sizes, etc.
@@AkshayThakur I used 500×500mm column size already. Than I increased to 550×500mm. It goes down to 0.005 still greater than 0.004. Could you help.
change some structural arrangement.... btw sorry i'm nowadays busy in my schedule so that i am unable to check your structure!
@@AkshayThakur Ok I will check. By the way it's very simple box structure. No secondary beam nothing just a simple box structure of 5 story. I don't knw wht I have done wrong.
sometimes secondary beams tie the floor system in an effective manner and so that those are helpful in many cases...
Sir after analysis I cannot see the deformed shape.. how to make it visible
Go to Display and Click the Option Deformed Shape w.r.t. Load Case/Combo you can get the results
*model should be analysed and locked otherwise results will not shown...
I think the analysis is not run properly .. what might be the cause...
Usually after modelling and analysis in every FE software... Deform shape is visible automatically
@@AkshayThakur in the display there is no option
Always Check Model for any modelling error before analysis through the option Check Model under Analyze Option in ETABS otherwise software will check model throughly after you start Analysis...
Don't run to many software in background if your system has less configuarations...
if you unlock the model after analysis then this option is not click-able...
Sir nice tutorial but you didn't show the deflection check for beam,
Deflction Check is applied and it is satify in Preliminary Design... Video 3.2 in the same course....
@@AkshayThakur ok sir Thank you, did you show how to do member offset in any of those video?
no, only basic tools for drawing are used for modelling... check video 6.8 in the same course...
@@AkshayThakur ok sir Thanks
Epic
thank you ... ezhil arasan
plz upload the excel sheet of storey drift
all those sheets are there in description box... named analysis checks
@@AkshayThakur sir error dikha rha hai
That's a not a big deal sir we make own self, but thanku so much sir for this effort. No one can uploaded a full design video on any project but your are also provide excel sheet as well. Salute you sir
@@civilviews5336 where are you saying an error appearing?? please let me know!
@@AkshayThakur sir showing 403 that an error
Hey bro.. i cant find the reosult table
Display/show tables/analysis/ then the result is miissing
Kindly help me where did i go wrong
Results are shown only to the Locked Model [Analysed Model], Sometime because of time-out results may not shown so again view by refeshing the window ...
Analyse Model by Run Analysis, then Check ....