Structural Engineering Funda: Secondary Beam and Moment Release | Sandip Deb | ilustraca
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- Опубликовано: 11 мар 2022
- #structuralanalysis #staadpro #etabs #structuraldesign
Structural Engineering Funda: Secondary Beam and Moment Release
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Most underrated channel I have come across, u explain way more better than the college professors.🙌
Very Informative... Thanks...
Would appreciate it if you can make a tutorial on explaining stiffness modifiers (cracked vs uncracked) and how to check and apply them!
What an explanation superb
Thanks for your Explanation about Primary & Secondary beam concept to release it.❤
What a superb class..love u sir❤
Nicely explained.
Very nice presentation.
Fantastic explaination
The best one..thank you
Very outstanding lesson indeed. MAY KINDLY DO VIDOES ON HOW TO DESIGN A CORNER WINDOW BEAM IN STAAD PRO CONNECT EDITION PLEASE SIR
Explained well sir
very informative , thank you
Wow..u explained 👌
Great explanation
Very well explained sur
Your videos are really unique 👌 thanks please continue your videos...
Thank you
THANKYOU SIR
Nice info
very nicely explained . can you please share same concepts for steel structure frames??
Discreet explanation. Thanks.. Please do explain how much will be the development length in case of beam releases at end support in comparison to fixed support.
Also whatever be the decrement in fixidity achieved by providing beam release at joints, there will be torsion on the primary beam (till failure) , so what do we achieve by releasing moments.
GREAT GREAT GREAT ........
Sir plz make video on footings and punching shear behavior.
Great
👏👌 Sandip
Thanks brother
👍🏻
Even if you release the moment at ends, physically when you construct the beam connection, it will cause some torsion in the main beam. And so the question still remains why we even then provide the negative reinforcement at ends where we have already released the moment.
You're releasing the moments, not shear, if the reinf is not provided how the shear transfer is going to happen? those bars used to participate in shear transfer .. hope it is clear to u
@@ilustraca Shear is resisted by bottom bars, not top bars. ✌️
minimum 2bars need to provided
Good
So, basically, can the reason for releasing the end moments be summed up as
The difficulty in providing development length at the ends of secondary beams - leading to lesser torsion in the primary beam and greater sagging at the midspan of the secondary beam?
U r a boss
Sir, kindly show one example how to design building located in hill slope [step building)
pls make video on water tank design.
Yes please
Kindly show me how you do it step by step. To put it clearly, what command have you used to show that you have released the secondary beams at the ends where the get attached to the Primary beams? Thank you.
Why we release moments in my,mz direction
How to release beams partially in required % as we do very easily in Staad
Don't stop making videos for RUclips 😮
Sir, but why do we need to keep the beam continuous?
Hello sir, for the case of providing the secondary beams to divide the large span slabs, shall we release the moments at the end spans of secondary beams too ?
yes .
Hogging moment will be cancel with each other in secondary continues beam?
So that's why they don't create torsion in main beams
Not always true... only incase of equal span..
@ilustraca sir, so is it good to release Mx of each secondary beam rather than release My and Mz at ends of secondary beams 🤔?
Thanks Sir. How staad identify secondary beam in case of when two beams intersect to each other like Plus sign ( + ).
Having supported by columns at extreme end of two beams.And intersection of beam unsupported.
Can we customize primary or secondary beam at intersected junction of beam by releasing suport reaction Fy in specification /release support reaction Fy in STAAD.
Staad won't be able to indentify...u have to release ends accordingly
@@ilustraca Thanks Sir 🙏
Although the designers tend to release moments at the end to avoid heavy design (considering torsional) in reality there still going some reinforcement right so there will be hogging moments at the ends and we are neglecting that will that not arise any problem?
the extent of that will be minor... if you think that the junction will be as rigid as at the support, then you can avoid releasing the ends.. discretization varies from designer to designer and the condition you are going to make.
@@ilustraca Too much confusion on the topic. As designers tend not to provide enough development length for steel in Secondary beam as they have designed the primary beam excluding torsion (meaning just for Mu and not for Me=Mu+Mt) But still they shall ductile design as per Code cause although they have ignored the torsion in reality there shall be still torsion coming right?
Also, sir how to know that the primary beam shall be or shall not be designed for torsion?
That's completely depends on how you interpret.. there is no hard and fast rule to release.. based on ur engineering judgement you can decide
and in steel connection ? same concept ?
No no...
Why My and Mz released not Mx
you can release Mx also.. but in one end to avoid instability error.. unless the difference in span in two sides are not high, the torsion used to be very low or negligible.
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Reply me
Hello sir, can you please design multi storey building with beams spanning 30 ft?
9m span.. it is possible.. depth will be higher, or u need to go with PT beam
Sir pls explain partial fixity