Moment Distribution Method Sway Frame | Inclined Leg

[@souvik.fingtore]

The word" teacher" meaning define by ur teaching style and explanation & thanks fram JADAVPUR UNIVERSITY.....😍

[@syedshabbirhassan3742]

You explain better than my teacher👌

[@durgeshchauhan9773]

Hello sir i see your many structural analysis video i like your explanation and calmness... Sir i want to request you to make a series of a column anolgy method specially portal frames...

[@MujibullahKarimi]

Respect from Afghanistan 🇦🇫

[@rahmanrahmani2896]

Excellent presentation. Could you please do one portal frame with lateral UDL (wind load) on one side and transverse UDL on roof. very similar to design of a ware house. Thank you !

[@amanchopra2362]

Sir g you are best in the world ... Love the video

[@DCBAonline]

Aman Chopra thank you so much 😊

[@amanchopra2362]

DCBA online sir don't you have a video on moment distribution method for portal frames which are straight and not inclined

[@sailendranathpal8]

❤😊

[@Aditya20_00]

the best explanation keep rocking

[@mostafamohamed9044]

respect from egypt 😍👍👍

[@DCBAonline]

Mostafa Mohamed thank you so much, honored. -from India.

[@shashwatvijay2488]

very detailed explanation, thanks for the video

[@uddhavpatil8393]

Sir is we consider in beam far end fixed as (I/L) and in frame far end fixed as (4I/L)

[@manojagrahari7539]

thank you for the video

[@sonalimishra5137]

Thanku so much sir☺☺

[@sanasidra5710]

Can you tell me how did you calculate theta please.

[@the_right_path_14]

when i calculate the resulte on linpro (only for the no sway frame-only the 10 KN) am getting different results any idea why ?

[@Mysterious_universe601]

Why we take P/Q ratio in last step?

[@dhannjaysahu2789]

Sir in the video timing at 28:27 you are calculation for v2 it was wrong because you not consider the 10kn load down ward direction ??? I think forget that

[@DCBAonline]

No, in that step we remove all external loading and only calculate using sway moments.

[@dhannjaysahu2789]

@@DCBAonline okk

[@nikhilvyas9633]

Sir trignometry wala portion thoda sa explain kr dete

[@ashishjani8911]

Very good sir thank you

[@ahmedhyd867]

Thank you so much for detailed explation, please suggest a better book for structural analysis 1 and 2 to refer

[@DCBAonline]

ahmed Hyd you can refer Structural Analysis by Thandavamoorthy or Ramamrutham

[@ahmedhyd867]

Thanks again

[@Vivikanni]

At non sway ..why you have taken in column CD V2 *2

[@Vivikanni]

I got cleared this

[@muralimanoj8748]

Hello Sir, Thank you very much for the lecture but may I know how do you find horizontal displacement of frames? because I tried your formula where horizontal displacement (delta) = (moment * length of member^2) / 6* elastic modulus of the member * inertia of the member but answer did not watch results from software like Abaqus.. Please let me know the procedure for calculating frame deflection due to sidesway.

[@DCBAonline]

MURALI MANOJ, i believe you are talking about the formula 6EI(delta)/L^2 you cannot apply this formula directly to the whole frame as you might have seen in the video i have calculated moments for every single frame member separately using their respective deflections, if you want the final displacement value of the frame i.e. sidesway delta value then you can refer the slope Deflection method of the same problem on my channel there you will get the final delta value and you can cross check it with Abaqus.

[@muralimanoj8748]

Thank you very much for the quick response.. does slope deflection gives accurate result than moment distribution method? slope deflection method seems to be complex when more frames are involved.

[@snehasoni8225]

Thank you sir

[@parashkhand3388]

Really helpful 😊😋

[@vishalakhade8697]

Sir please add more video for stiffness method

[@diwakarramagowda4557]

sir please upload T-Frame in MDM and Kanis method sum ..we have exams on 15th nov. please sir.

[@harivelu6642]

As column CD is an inclined member, why don't we multiply that reactions with theta

[@DCBAonline]

Because all the reactions we have taken are in vertical and horizontal direction, no inclined reaction.

[@harivelu6642]

In column CD the member is inclined..but the reaction u taken is exactly vertical is that ok to approach like this

[@DCBAonline]

@@harivelu6642 it is ok as long as you are taking reactions aligned with global X-Y axis and not local X-Y axis.

[@harivelu6642]

Kk sir thanks

[@kanaiahkumar6833]

Sir please give a lecture on pure sway type portal frames

[@DCBAonline]

kanaiah kumar pure sway type portal is much easier than this one, it only has deflection in one direction particularly horizontal. In that there will be no vertical deflection hence deflection for member BC would be 0 and deflections for member AB & CD would be `delta'

[@Alma127]

THANK YOUU

[@gatlamaheshkumar2495]

Hi sir please post how relative stiffness for fixed end and hinged end are derived

[@DCBAonline]

Please refer to this video on my channel kzbin.info/www/bejne/m3WYlaaGn9-fhZo

[@ayushyadav2028]

relative stiffness was k/€k no? so by that it was coming as 0.5. then how is this EI?

[@DCBAonline]

Ayush Yadav relative stifness os not k/€k that is distribution factor Relative stiffness has formulas based on far end conditions.

[@ayushyadav2028]

o ha... relative stiffness is itself k

[@vasachisenjubean5944]

Why isnt it EI/L?

[@coprajkhinchi]

Supeeer

[@amrutapokharkar2264]

please makes vodios for flexibility method sir as far as possible

[@DCBAonline]

ok Amruta, my next upload is slope deflection method for this same problem as i have mentioned in the video and it iis on verge of completion so after that video my next upload will surely be on flexibility method.

[@DCBAonline]

Amruta, i have made a video on flexibility matrix method, you may refer it through this link: kzbin.info/www/bejne/iH3NmGptl5Wejas