Thanks for appreciating, some people will be there to dislike but it gives us more motivation to do more videos which are helpful to civil engineering community
I found something wrong i.e., Instead of taking Mu=0.138 fck b d2 for Fe415 you took Mu= 0.133 fck b d2 which is for Fe500. I have been seeing all your videos and its very clearly explained.. Keep doing brother..
It is good practice to provide at least 25 % of the Ast (minimum) and subject to two bars (minimum) at compression side also, even if it is not required,
Thank you for appreciating my lectures, yes i am starting design of steel structures in a very detailed manner very soon, keep watching and sharing with your friends
Sir Your efforts are good Go for IS Code Minimum mix is M25 for rcc. Now a days 415 steel is not available. Make it more practical by Bring a project in to it. So that the students will understand why it is a cantelever. Why it is starting from column. Tell how the load is coming. Shiw full details then come to the xantelever
Hi sir, really loving all your videos. Could you please clear one of the practical doubt of the following case. It is for my home site. How do I extend a balcony of 1.2x2.5m of a preconstructed apartment using cantilever beams? It is a third floor. Column size is 9x12 inches. I am going to use 6 top bars of 16 mm and 3 bottom bars of 16mm, curtailing 2 top bars at 0.6m with the main slab bars of 12mm and distribution bars of 10mm. Stirrups bar of 8mm with spacing 4 inches center to center. cover block of 30mm with hook angle 135 degrees and angling downwards. slab thickness at support 6 inches As it is preconstructed apartment, I could not extend the bar back, however I have reclaimed around 0.6m beam and slab bars after demolishing beam and slab. Will this be enough for lapping length of slab and development length of cantilever beam. I plan to create a brick wall (4 inches, 9 feet ceiling height) to include this space inside to be used as a kitchen counter of 2 feet and overhead storage. What modifications I can perform to ensure safety. Total reinforcement area is now 3feet 6 inches cantilever, column(9″x12″), 2feet overlapping length.
First i would say, You are a true gem dear, appreciated your effort and the way you explain things A to Z, really really impressed. Keep this great channel going. My question is what if Tv
Thank you so much for appreciating me and for best wishes to the channel, this kind of motivating words keep me motivated to do videos, keep watching and supporting. To answer your question, if there is no need of shear reinforcement but still we have to provide minimum shear reinforcement in the form of stirrups, kindly refer IS 456-2000 Page 72, clause 40.3
sir, as the adopted reinforcement is Fe415 , after concluding the section as under reinforced why did you take Mu = 0.133 fck bd2. 0.133 is for Fe500 and for Fe415 we have adopt the formula Mu = 0.138 fck bd2.
As the Shear force will decrease as you we go towards free end, spacing can be increased as you move towards free end, In this problem i have kept same spacing
Hello Sir!! Your explanation skills are outstanding. These are on the great videos of RCC design sir at 25:49 we use 2nd formula of tv am I right or wrong.
Sir, the same problem in BC Punmai book ,they are not calculating effective span and have directly taken given length. Sir can you tell in cantilever problems excluding the given clear span problem, where we should calculate effective span and where not ?
In case of fe550 checking for deflection It's k=0.6 L/d Max for cantilever is 7 xk=4.2 Provided is 3000/450=6.667 It's failing In deflection What should I do
If Nominal Shear stress is bigger, does it mean Shear Design is not required? Do I still need to provide stirrups? And what will be the spacing if ever?
I love ALL...OF YOUR VIDEOS.As a do it yourselfer...without civil engineering background...in a world with persons who construct without civil enginerring and THE KNOWLEDGE from your channel...why when i talk..and can explain WHY...the changes must be made..the foreman gives me...THE EVIL EYE
Sir we have to design a beam of jib crane,plz sir if u cooperate with us , tomorrow we have a presentation about that....I will tell u about the required values etc
Hello Sir!! Your explanation skills are outstanding.. Thank u for such a neat/ detailed teaching.. huge respect! I just had one doubt sir.. at 40:09 u have taken the value as 1.6.. ( during the calculation of development length) , but i got the value as 1.92, can u please explain that step? Once again, Thank u soo much for such an outstanding lecture!!
Actually the total value after multiplying 1.2 and 1.6 comes out to be 1.92. so the value coming out is same. I was also a lil bit confused at that point.
U explained very well but there is 2 mistake one is major and one is minor 1) U took 0.133(Fe500) instead of 0.138(Fe415) 2) U didn't mention of clear cover and effective cover. PS: Plz do not get offend.
Thank you for telling the mistake yes its 0.138 i agree, i will put this correction in description box with timings, this is the first i made a mistake in my video and thanks again for letting me know, and as far as possible one can take minimum effective cover. Keep watching and keep sharing
I am going to make 5 ft length of cantilever beam. Size of column = 10'' x12". Any suggestions on placing of reinforcement, developmental length and hidden beam?..
Sir we love yr videos a lot, plz be concern on our interest of learning through yr videos
And teach us continuously
It gives me immense pleasure to know that you all love my videos, definitely i will try my best to upload videos regularly
@@structuralanalysisanddesign why you took 1.5
@@structuralanalysisanddesign sir
@@rohitshetty8758 it's an factor of safety
I wonder, how on earth someone put a dislike to such well polished explanation
Thanks for appreciating, some people will be there to dislike but it gives us more motivation to do more videos which are helpful to civil engineering community
Thank you sir, your explanation is so simple, we understand like a piece of cake.
So nice of you, these kind of words will motivate to come up with more videos, support us by sharing, all the best
I found something wrong i.e., Instead of taking Mu=0.138 fck b d2 for Fe415 you took Mu= 0.133 fck b d2 which is for Fe500.
I have been seeing all your videos and its very clearly explained.. Keep doing brother..
First of all gd evening।
Your videos is very helpful in ssc je mains paper।
Good Evening, If helpful kindly share the content among your friends circle
A very thank you sir. Because of you I passed this subject
Sir, In the problem u have taken Fe415 grade but while finding d u took
Mu= .133fckbd2 which is for Fe500. As well Mulim comes out to be 94.46kNm
Ur my god plz continue your vedios 🎉🎉 super explanation sir 😊
SIMPLY THE BEST , Keep up the great work Sir
Thanks a lot! Keep supporting by watching and sharing
Awesome video Sir
So nice of you
Thank you so much sir. Please make more videos of different methods. ❤️❤️
Welcome, I will try to come up with more videos, keep watching
Thank you sir, very well explained
You are welcome, I am happy this video helped you, keep watching and sharing, all the best
It is good practice to provide at least 25 % of the Ast (minimum) and subject to two bars (minimum) at compression side also, even if it is not required,
thanks sir from nepal
Welcome, keep watching and supporting
Perfect, well explained thank you sir
So nice of you, all the best, keep sharing
You are fabulous sir
So nice of you, thanks a lot, keep watching and sharing
Sir, I just watched ur videos for ssc je mains.. tnx for this neat nd clean explanation sir.. Pls start Steel if possible..
Thank you for appreciating my lectures, yes i am starting design of steel structures in a very detailed manner very soon, keep watching and sharing with your friends
Happy Navratri sir
Happy Navratri Manish
tq very much sir for this video
So nice of you, all the best, keep watching and supporting
Thanks sir 👌👍
Clear explanations, thanks 🙏
Just Amazing 🔥🔥🔥🔥
Very Nice Video Sir 👍👍
Thank you mam
Now a days using Fe 500,550
Expecting design of rectangular footing on this subject
How to know whether to use 2 legged stirrups or 4 legged stirrups
Thanks you sir
welcome, keep watching and supporting
Thank you very much sir. What is live load you considered. Is it brick dead load of bricks. Also called as super imposed load
Yes overall live load
@@structuralanalysisanddesign we take live load Max upto 3 kn/m2 on slab. What is that load. Which taken as live load in problem.
Nowhere they had mentioned from where load was coming, its assumed overall load coming on beam say brickwork etc
Superb. Thank you sir.
Thank you sir, will you make video on Continuous slabs.
Sure, your request noted
*Sir, can you upload videos of design of steel structure,bolted connection,joints,tension members and compression members?*
Sure soon i will try to upload
Sir
Your efforts are good
Go for IS Code
Minimum mix is M25 for rcc.
Now a days 415 steel is not available.
Make it more practical by
Bring a project in to it.
So that the students will understand why it is a cantelever.
Why it is starting from column.
Tell how the load is coming.
Shiw full details then come to the xantelever
Good suggestions, i will try to do it, but M20 is minimum mix for RCC as per IS Code and problem is solved as per IS code only
Hi sir, really loving all your videos. Could you please clear one of the practical doubt of the following case. It is for my home site. How do I extend a balcony of 1.2x2.5m of a preconstructed apartment using cantilever beams? It is a third floor. Column size is 9x12 inches. I am going to use 6 top bars of 16 mm and 3 bottom bars of 16mm, curtailing 2 top bars at 0.6m with the main slab bars of 12mm and distribution bars of 10mm. Stirrups bar of 8mm with spacing 4 inches center to center. cover block of 30mm with hook angle 135 degrees and angling downwards. slab thickness at support 6 inches
As it is preconstructed apartment, I could not extend the bar back, however I have reclaimed around 0.6m beam and slab bars after demolishing beam and slab. Will this be enough for lapping length of slab and development length of cantilever beam. I plan to create a brick wall (4 inches, 9 feet ceiling height) to include this space inside to be used as a kitchen counter of 2 feet and overhead storage. What modifications I can perform to ensure safety.
Total reinforcement area is now 3feet 6 inches cantilever, column(9″x12″), 2feet overlapping length.
Excellent 👍
great efforts.
First i would say, You are a true gem dear, appreciated your effort and the way you explain things A to Z, really really impressed. Keep this great channel going. My question is what if Tv
Thank you so much for appreciating me and for best wishes to the channel, this kind of motivating words keep me motivated to do videos, keep watching and supporting. To answer your question, if there is no need of shear reinforcement but still we have to provide minimum shear reinforcement in the form of stirrups, kindly refer IS 456-2000 Page 72, clause 40.3
@@structuralanalysisanddesign Thanks for your answer. Sir will you provide a lecture on deep and hidden beam design if yes then expected time?
I cant guarantee but your request noted
Thank You Sir.
Please give us a design calculation on rcc cantilever slab.
Good explanations and can you please upload a video on simply supported slab with cantilever on both sides
Will try to do it, thanks for watching
here before 3 days of my exam
Beautiful
Awesome!! Sir.....can u upload the lintel design?
Thank you, your request noted, soon i will try to upload
sir, as the adopted reinforcement is Fe415 , after concluding the section as under reinforced why did you take Mu = 0.133 fck bd2. 0.133 is for Fe500 and for Fe415 we have adopt the formula Mu = 0.138 fck bd2.
Yaa, taken value of Mulim is wrong
Bro you can upload estimation long wall and short wall method and centre line method
Already uploaded, kindly watch ir
Sir please make video on combined footings and structural analysis topic
I think d check is 0.138b D2 fck in place of 0.133 for fe415
Spacing of sturip remains constant in the middle of the beam or spacing decreases on the fixed portion।plz tell।
As the Shear force will decrease as you we go towards free end, spacing can be increased as you move towards free end, In this problem i have kept same spacing
Sir, while calculating the dead load, why be always multipy it by 25 ?
25KN/m3 is density of concrete, some textbooks take 24, both values you can take
Is it not necessary to check against overturning moment.
Hello Sir!! Your explanation skills are outstanding. These are on the great videos of RCC design
sir at 25:49 we use 2nd formula of tv am I right or wrong.
Deflection ?
How much % of main steel we should provide on bottom side (hanger bars)?
sir please make a video about design dog-legged rcc stair cases
In all problems u have not solved for check for development length..... Is it necessary to check or not..??
Plz reply
same question
Sir please upload tapered cantilever problem
Also sir, in some cantilever problem, I have seen, the addition of wt of rib, what is the formula for it, and what is rib actually?
Rib comes in T Beam, analysis of T beam is there on this channel, kindly check
Thank u so much 💓
Sir, the same problem in BC Punmai book ,they are not calculating effective span and have directly taken given length. Sir can you tell in cantilever problems excluding the given clear span problem, where we should calculate effective span and where not ?
Simply supported beam its necessary
Sir this problem solved by LIMIT state or WORKING state method?
Limit State Method, in this channel everything will be by limit state method
Sir, magnel method samjhadijyae naa
In case of fe550 checking for deflection
It's k=0.6
L/d Max for cantilever is 7 xk=4.2
Provided is 3000/450=6.667
It's failing In deflection
What should I do
Pl post the detail calculation sheet paper of design for RCC. cantilever beam, simply supported beam, overhanging beam.
Sir in some books b=0.5 D (overall depth) . And you are solving by b=0.5d (effective depth). Is it okay to use both ?
As far as it is safe than there is absolutely no problem
it is limit state or working state
Sir you didn't divide shear force by 2
Why ?
If Nominal Shear stress is bigger, does it mean Shear Design is not required? Do I still need to provide stirrups? And what will be the spacing if ever?
I love ALL...OF YOUR VIDEOS.As a do it yourselfer...without civil engineering background...in a world with persons who construct without civil enginerring and THE KNOWLEDGE from your channel...why when i talk..and can explain WHY...the changes must be made..the foreman gives me...THE EVIL EYE
Sir which bool did you refer for studying design of cantilever beam. Jain?
Should I commit this solution?. Pls rply sir.
Sir if point load@end then how it is design
Plz explain how will be b = 2d/3....🙏🙏🙏🙏
Can you explain more about negative moment and positive moment
That comes in continuous beam, soon i will try to upload it
@@structuralanalysisanddesign awaiting for that video
can u also us how to do the curtailment. and also how to design to eurocode2
sir how did you calculated hanging / bottom bars?
That is just nominal we can provide
Sir we have to design a beam of jib crane,plz sir if u cooperate with us , tomorrow we have a presentation about that....I will tell u about the required values etc
Sir please upload numerical on shear and bond and also design of doubly reinforced beam as soon as possible please sir it's humble request
Next video i will put on design of Doubly Reinforced Beam
Design of Doubly Reinforced Beam Uploaded, kindly check
@@structuralanalysisanddesign how do you get to this formula to calculate ast in step 5,
@@gauravarya2419 Its based on derivations, you can find this formula in many standard text books
What is nominal shear stress
Where we have implemented design widh
👍
Can you change the clickpad 😊
Curtailment of bars are not provided
why the first stirrup inside the column?
Bro can u design the cantliver T beam..... With 6ft from wlla
Sir, From Which Book is page 37???
Its IS 456-2000 Code for RCC
Hello Sir!! Your explanation skills are outstanding.. Thank u for such a neat/ detailed teaching.. huge respect!
I just had one doubt sir.. at 40:09 u have taken the value as 1.6.. ( during the calculation of development length) , but i got the value as 1.92, can u please explain that step?
Once again, Thank u soo much for such an outstanding lecture!!
Yah me too..i'm wondering how he get 1.6..i also got 1.92
Actually the total value after multiplying 1.2 and 1.6 comes out to be 1.92. so the value coming out is same. I was also a lil bit confused at that point.
For HYSD bars we additional 60% i.e 1.6 ×1.2=1.92
may i know what lvs stands for? ty
LVS - Legged Vertical Stirrups
Which method is this WSM OR LSM
Limit state method (LSM)
What Sizes support??
Sir what to do if design moment exceeds limiting moment??
Why you have not cheak the development length that is come from 26.2.1to26.2.3.3c।plz tell sir।
I have done with 26.2.1 clause only, kindly check it
PLS CORRECT MU LIMITING FOR 415 is 0.138 not 0.133
Sir, why have you not considered tapering the section and curtailment of steel?
same question
U explained very well but there is 2 mistake one is major and one is minor
1) U took 0.133(Fe500) instead of 0.138(Fe415)
2) U didn't mention of clear cover and effective cover.
PS: Plz do not get offend.
Thank you for telling the mistake yes its 0.138 i agree, i will put this correction in description box with timings, this is the first i made a mistake in my video and thanks again for letting me know, and as far as possible one can take minimum effective cover.
Keep watching and keep sharing
I am going to make 5 ft length of cantilever beam. Size of column = 10'' x12".
Any suggestions on placing of reinforcement, developmental length and hidden beam?..
I strictly suggest you to consult your local structural engineer
@@structuralanalysisanddesign if you dont mind, can you able to help me somewhere or the other way?
Coad book 📚 explanchai sir
20:16 how to get this formula ?
Please upload a file of equal combined footing design.
Shear ke calculation me clear span lete hai
czcams.com/video/wY_dpCyOK34/video.html, refer this one
😢
Interesante presentación profesor. Solo intento aportar un vídeo dejo link sobre algunos aspectos. czcams.com/video/gIRrSVT_xLY/video.html
Lintel design
czcams.com/video/8n7RmOm9l2Y/video.html, refer this one
This is wrong
But why? Aditya bhai