Thanks friend, the way you explain everything in detail is very nice, it is very helpful . Kindly solve the same frame but with hinge/pin support at both ends by KANI's method *****I have solved the same problem by KANI's method and the result matches to your moment distribution method....Thanks again for this sway frame MDM
what about joint load 16KN at joint B..you didnt consider load 16KN at calculations of fixed end moments and at calculation of moment distribution..what is the concept of joint load? will it ignore? pls clarify
Sir why is relative stifness 4EI/L & not EI/L as in your other videos of beams. I think 4EI/L is the formula for stifness & not relative stifness. Please reply
Actually you can take either 4EI/L when far end fixed and 3EI/L when far end hinged or you can take EI/L when far end fixed and 3EI/4L when far end hinged it will give you same answer.
hy I have a doubt, all the end joints are considered to be fixed, only in portal frame or in any situations like, if we consider a simple horizontal beam????
Bro I have a doubt...for continuous beam you said that the relative stiffness is EI/L but now you are saying that relative stiffness is 4EI/L(for fixed far end)why???
See you can use either of these formulas 1) far end hinged =3EI/4L 2) far end fixed = EI/L OR 1) Far end hinged =3EI/L 2) Far end fixed = 4EI/L both set of formulas are correct in the first set 4 is take common.
Hi there. Can I ask you how to solve an indeterminate frame whose legs are not equal and have a support hinge. Thanksss. Any Idea could help me thanksss
Why is it that the sidesway moment became clockwise in 21:37 when it is supposed to be counterclockwise just like in 14:33. Illuminate my minddd huhuhu
You can either show the moment with the correct direction and a positive value ot you can show the moment with negative value and its incorrect direction. The thing here is i have shown all moments to be clockwise but i have written their values correct with the signs
Sir I need your help. Can you please tell me how to solve a frame having 2 or more storey and 2 or more bays by MDM? PLEASE SIR, I have been trying to look for it for many days but I haven’t found it yet. Please make a video on it or at least tell me the procedure to solve it. PLEASE DO ANSWER SIR PLEASE
It is a little bit difficult and lengthy process, the procedure although remains same finding distribution factors and other, i will try to make video but its difficult to get time these days out of other commitments of videos.
DCBA online Please do make it whenever you get free time sir. I’m pretty sure it will be very helpful to many students and we will also get a clear picture of using this method on real life structures which usually have more storeys and bays.
Have you gone maddddd??? I though id learn something but you dont know basic math, I m stopping at 2.59, like seriously 4EI =4E .4I like seriously what is this ... Its multiplication not addition or subtraction.
Woman are you idiot? Do you understand what 'I' stands for in 4EI/L, its moment of inertia of the cross section and that particular cross section is having 4 times moment of inertia as compared to a section having MOI of 'I'. So its perfectly correct numerical, go and check it with any software and before commenting mind your tongue. Think for a moment understand engineering and then comment.
The word" teacher" meaning define by ur teaching style and explanation
& thanks fram JADAVPUR UNIVERSITY.....😍
AGN sir searching ur location
This must be the most beautiful video that I've ever seen..... Beautifully presented.... 10/10 for this. Lots of love
Am i the only one who enjoyed the birds? Great video, thank you
You made this topic very easy to understand. Thank you very much.
Thanks a lot for creating such a helpful video. U r doing great for students, keep going.
Crystal clear explanation...sir
It was fully clear satisfaction for me
Nyc work sir
How can i thanks u sir
Your kind words are more than enough to thank me.
Thank you sir. Nice explanation. I'm busy with exam preparations, it helped me a lot thankyou
Bohot badhiya explained🧨🧨💥💥
Thanks for all these "gyan ke moti" !!!
great explain sir. I got it on my first watch.
Thank you bro, you made it simpler
I think it is stiffness 4EI/L,not the relative stiffness because it isl/L
Thank you so much sir.... These video is helpfu for many students.
loved the video. omw it made things so much clearer
excellent explanation sir
Thanks mate, very helpful!
Well explained.. Loved your video
😊❤
Sir thanks a lot.... Helped me in my test💜
Thank you for the tutorial, brilliant
amazing 😍😍😍😍😍😍😍
Thanks friend, the way you explain everything in detail is very nice, it is very helpful . Kindly solve the same frame but with hinge/pin support at both ends by KANI's method
*****I have solved the same problem by KANI's method and the result matches to your moment distribution method....Thanks again for this sway frame MDM
what about joint load 16KN at joint B..you didnt consider load 16KN at calculations of fixed end moments and at calculation of moment distribution..what is the concept of joint load? will it ignore? pls clarify
Tq for this knowledge video.what to do for the joint that constant 3 member.make video on this
Sir, What about the 16kN load acting at B, it's not included in the first step(while calculating fixed end moments in non-sway analysis) calculations
That load will not contribute in fixed end moments as it is at the end of the beam.
Brilliant step by step description....🫡
Explanation is very good. But how you can decided the moments direction. On which basis. Plz rply me sir.
seems clockwise is negative
Nice Explanation 👌
Formula for correction factor(x) is P+Qx =0
well done bro... thankyou so much .. kindly do SWAY ANALYSIS for SLOPE DEFLECTION METHOD and also KANI'S METHOD
Sir here both P, Q force direction was same. What to do if directions are different? Should we take the ratio as negative?
yes
THANK YOU SO MUCH. GOD BLESS YOU PO
Thank you sir understood perfectly 👍
Sir why is relative stifness 4EI/L & not EI/L as in your other videos of beams. I think 4EI/L is the formula for stifness & not relative stifness. Please reply
Actually you can take either 4EI/L when far end fixed and 3EI/L when far end hinged or you can take EI/L when far end fixed and 3EI/4L when far end hinged it will give you same answer.
@@DCBAonline thank you sir
Sir... what would be the number of no. of iteration? Is there any criteria?
Generally 5 iteration should yield a fairly accurate answer
Great video
Sir there is a a sign convention mistake in your drawing you have mixed clock wise and anticlockwise moment directions ,thus it creates confusion.
Thank u so much..really.. It's been very helpful to me..😜😜
Thanks a lot sir
Very good video ❤️
if you arbitrarily substitute "EI delta" Value, then everyone will get a different final answer right?
Yes
hey can i know why the horizontal 16Kn force was not included in the FEM calculations in the beginning?
Because its not acting on any member. Its acting on rigid joint
Relative stiffness for fixed end is EI/L and you have used 4EI/L while calculating...
no 4ei/l is correct
@@ashmakarki1426 but how
There should be EI/l and the value of I=4l then It is 4EI/L but not 16EI/L
That is method for fixetion= 4EI/l
And for fixed hinge =3Ei/L
As const in this method
Awesome sir g, but where is next lecture
Do we have to release if the end supports are simply supported in case of a beam?
Ashton Benjamin yes if ends are pinned than you need to release the moments.
hy I have a doubt, all the end joints are considered to be fixed, only in portal frame or in any situations like, if we consider a simple horizontal beam????
The intermediate joint are considered to be fixed for all the cases(for the horizontal beam as well)
Bro I have a doubt...for continuous beam you said that the relative stiffness is EI/L but now you are saying that relative stiffness is 4EI/L(for fixed far end)why???
See you can use either of these formulas
1) far end hinged =3EI/4L
2) far end fixed = EI/L
OR
1) Far end hinged =3EI/L
2) Far end fixed = 4EI/L
both set of formulas are correct in the first set 4 is take common.
@@DCBAonline thanks bro...got it
Sir,Would there be deflection at A due to sway force if end A was hinged?
If A is a type of support especially fixed or hinged then there is no possibility of translational deflection at that point.
how can you assume H1 and H2 force directions
you can assume any direction but generally just see logically in which direction the frame will deflect and then draw H1 H2 forces as reactions.
sir why H1*5 moment positive at 12:10
Ap subliminals it is because H1 is causing a sagging moment.
mind nut because it's clockwise w.r.t B
Clear explanation
Hi there. Can I ask you how to solve an indeterminate frame whose legs are not equal and have a support hinge. Thanksss. Any Idea could help me thanksss
What is the delta value substituted
awesome broh
What will be the sign of P/Q? + or -?
GOOD VIDEO
Any example for frame with bracing?
You have found fixed end momend for MfAB as 9.6 but in the free body diagram you wrote 9.13 how is that possible
Because you have to use non sway moments for that and not fixed end moment
can you do the same question in Kani's method, please??????
Why is it that the sidesway moment became clockwise in 21:37 when it is supposed to be counterclockwise just like in 14:33. Illuminate my minddd huhuhu
It is shown considering the sign conventions
MFAB was -ve and MFBA was +ve in Non sway analysis. But you took both of them in the same direction. Please look.
Although directions are shown same, but the values are written with signs in consideration.
@@TanveshDabholkar Oops, sorry, I didn't see the minus. Yes you are correct.
Thank you 👍🏻🙏🏻
Sir -9.13 h toh voh anticlockwise hoga na?
Yes thankgod.. That doubt was eating my head. It should be anti clockwise
I guess he assumed the directions of moment and mentioned them with +/- sign. You see he took all moments as clockwise with +/- sign
You can either show the moment with the correct direction and a positive value ot you can show the moment with negative value and its incorrect direction. The thing here is i have shown all moments to be clockwise but i have written their values correct with the signs
What was the software you used ??
thank you so much Sir
Sir I need your help.
Can you please tell me how to solve a frame having 2 or more storey and 2 or more bays by MDM?
PLEASE SIR, I have been trying to look for it for many days but I haven’t found it yet.
Please make a video on it or at least tell me the procedure to solve it.
PLEASE DO ANSWER SIR PLEASE
It is a little bit difficult and lengthy process, the procedure although remains same finding distribution factors and other, i will try to make video but its difficult to get time these days out of other commitments of videos.
DCBA online Please do make it whenever you get free time sir. I’m pretty sure it will be very helpful to many students and we will also get a clear picture of using this method on real life structures which usually have more storeys and bays.
Thank u so much sir....
thanks very much
Thank you very mucy
Thanks alot
Tnx
thank u
why is 4EI/L = (4E * 4I)/L?
Because moment of inertia of that section was 4I
@@DCBAonline yeah i noticed it a couple of hours after thanks man!
Tq
can you solve a question where there is a arch resting on columns using a compatibility method
Sir MDm method m overhang frame ka analysis ap ny n kea.plzzzzzzzz sir do it
Q force ka direction to galat liye ho.... Its is towards left... Because h1, h2 both are towards left
Please reply asap as I have exams tomorrow.
Are method ko pura complicated bana diya yarr
Have you gone maddddd??? I though id learn something but you dont know basic math, I m stopping at 2.59, like seriously 4EI =4E .4I like seriously what is this ... Its multiplication not addition or subtraction.
Woman are you idiot? Do you understand what 'I' stands for in 4EI/L, its moment of inertia of the cross section and that particular cross section is having 4 times moment of inertia as compared to a section having MOI of 'I'. So its perfectly correct numerical, go and check it with any software and before commenting mind your tongue. Think for a moment understand engineering and then comment.