How to pass a Overstressed Beams in etabs tutorial
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- Опубліковано 11 вер 2024
- How to fix overstress problem in etabs
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How to fix overstress problem in etabs
How to pass overstressed beams
How to pass a failing beam in etabs
Methods to pass beam
Rcc beam failure
RCC beam fails in shear and torsion
RCC beam fails in torsion
RCC beam fail in flexure
RCC beam fail O/S#2
RCC beam failure O/s#45
Solving problem of all members over stressed in etabs
all members over stressed
Members over stressed in etabs
All members over stressed in etabs
Reason of all members over stressed
Etabs 2016 solving problem in etabs
Overstressed failure in RCC beams
Assign End releases to RCC beams
Main steel percentage exceeds maximum allowed limit in etabs
HOW TO CONTROL OVERSTRESSING IN RCC BEAMS
• If torsion and shear combined exceed the beam’s strength hence make beam torsionally flexible that means the slab will absorb all the torsion itself and beam will not take much part in resisting it as slab will then be designed for stronger forces
• If the main steel exceeds beam’s limits so try applying the end releases to the beam, practically it will design beam with enough steel so that it is able to resist the applied moments
• Make the column base supports as fixed reducing the sway of structure hence lesser moments to be transferred to beams
• If beams are failing in irregular pattern try checking whether they are designed for sway special conditions, apply sway intermediate from overwrites if seismic zone is less than 3
• If beam failing in flexure i.e main steel still exceeds (O/S#2) so try increasing beam’s depth
• If beam failing in shear (O/S #45) so try increasing depth OR width based on architectural restrictions
• If beam failing in deflection the try increasing depth of beam
Tension controlled section
Compression controlled section
Balanced condition in RCC beams
Over reinforced RCC beam failure
Under reinforced RCC beam failure
How to pass an overstressed RCC beam in etabs
Shear failure of beam in etabs
Flexure failure of beam in etabs
Torsion and shear exceeds maximum allowed limit in etabs
Overwrites in etabs for beam design
Etab beam failing in shear
Etab beam faiing in flexure
RCC beam Property modifiers in Etabs
How to solve overstress problem in etabs
#Etabs #Engineering #Design
Since the beams are supported on column....how can you release the moment in the beams ??
You can release torsion moment in primary beams........ because it comes from the effect of secondary beams flexure moment transfer...... ultimately structure should not become unstable..... check the stability of structure...... 👍
thank you so much, your tutorial very helpful for my task. i used SAP2000 and its still work :)
No problem. Must watch our sap2000 and etabs course on udemy
Thank you so much brother, because of you my problem is solved
Thank you so much for this video. I really learned alot from your videos.
How can you release moments for all beams... moment release is applicable for secondary beams and for the other main beams as they are rigid there should be negative fixed end moments
That might be condition for example the positive steel previously was higher to balance the compression steel, now after releasing since there is lower compression steel as we released negative moment hence lesser or no steel at bottom to balance that . But the positive actual steel required increased if u calculate by moment . As the total moment remains wL^2/8
@@EngineeringLearningPlatform plz Give some More explanation over it...as we always release the moment of Free end and of Secondary Beams... Why to release the moments of all beams..
thank you so much sir,for sharing valuable information.
Excelente aporte, muchas gracias
when u release the moment at first u said that there is increase in positive reinforcement. But i can see that after releasing the moment , positive reinforcement further decreased.
That might be condition for example the positive steel previously was higher to balance the compression steel, now after releasing since there is lower compression steel as we released negative moment hence lesser or no steel at bottom to balance that . But the positive actual steel required increased if u calculate by moment . As the total moment remains wL^2/8
I think there is a problem in how you used release moments to solve the issue with the negative moments, by putting hinges and eliminating the excess negative moments give the structure a reaction of a steel structure
Or is this a steel structure? didn't pay attention
Hello, I applied the beam modifyers and some of that beam passed, some still failed due to same Shear force and torsion exceeding its maximum value... How do I fix the problem... Increase in section size didn't work
Yes increase section size or see shear force diagram at design combo and calculate manually sectional dimensions required .
1)you apply hinges in the beams but how do you implement that in the field?
2) you guve .001 for torsion how does it effect slab design?
1. In field the joints will be yeilded when design earthquake arrives . The increased positive moment reinforcement will come to action that time to carryon the dead load .
2. Releasing torsion from beam will make slab transfer very less moments(Torsion for beam) to beam and will be designed for that moment using same model.
@@EngineeringLearningPlatform.. What will happen if we wantedly release torsion for all the beam.. Will it cause any reduction in strength of structure
Thanks for sharing ideas. Here you are releasing the negative moment in beam near the support. i.e you are considering beam-column connection as pin connection. But how is this possible in RCC structure? Please explain..
1. In field the joints will be yeilded when design earthquake arrives . The increased positive moment reinforcement will come to action that time to carryon the dead load .
2. Releasing torsion from beam will make slab transfer very less moments(Torsion for beam) to beam and will be designed for that moment using same model.
My stair beams are faling due to "shear stress due to shear force and torsion together exceeds maximum allowed". Already provided beam of 12 x 24 inch which seems to me too much for a 6 storied building. Should i release torsion?
If it's compatibility torsion thn u can release other wise not
@@EngineeringLearningPlatform i am confused whether a stair landing beam with a 1 ft of cantilever landing slab is in compatibility torsion?
how to make slab strong enough to take all the torsion and not transfer it to the beams??
See slab design tutorials for that on this channel
too informative/ knowledgeable video, request you to upload safe videos what values or combos we transfer to design foundation ?
Yes i have uploaded how to transfer etabs floor to safe, but will upload safe tutorials soon
@@EngineeringLearningPlatform thnx Bro
Sir, There's showing no rebar in etabs details during detailing.what should do...???
You have drawn steel columns
Sir does etabs needs bigger beams and columns sizes than the sizes we use practically??
No.
How to fix up if upper storied column pmm ratio is greater than lower storied column.please help me
Is it high seismic zone? Check the design combination and see moment M3 diagram at that combination to find out behavior
thanks a bunch for sharing valuable things..
i have few concerns that is
1. whats the purpose use of design system Sds value in the structure??
2. can I use hinges in the beam in a real structure? if yes then how will be sort of detailing with respect to beam?
Sds value addition will i corporate Ev _ The vertical component of earthquake in results of EQ cases, while making beam pin-pin releases it from negative moment in top and increasing positive moment in bottom of beam causing bottom steel to increase hence beam becomes strong in resisting the gravitational moment in other way but doesnt matter which way, concern was to increase the capacity which is done . And yes detailing will be for IMRF no special
@@EngineeringLearningPlatform thanks
This will not be useful for earthquake design where we need -ve rft as well.
1) to pass the OS#45 beam you released T, I22 and I33 0.001, 0.35 & 0.35 respectively... can we release only T to 0.001 and keep I22 & I33 as 1 only is it right or wrong...
2) is it ok to release T, I22 & I33 on few beams (which are failing due to OS45) only and remaining beams can take torsion
3) and also please make a video on "how the design of slab will be affected when we release T, I22 & I33 on beams
No Don't release it. Only use modifiers, to keep the total forces' magnitude same
@@EngineeringLearningPlatform sorry I wrote release but I meant modified only
what will be the detailing for the moment release beam?????
we do not provide the development length when we release the moment in a beam , but in internal supports it is practically difficult to get the beams simply supported . I think this may be the reason.
Sir even I reduced torsion to 0.001.. Still it was failing... I use is 456 2000 Indian code... Please help me sir.. I have to submit the project in this week
Dont reduce for external beama
@@EngineeringLearningPlatform.. What will happen if we wantedly release torsion for all the beams.. Will it cause any reduction in strength of structure
@@anand4236 No. It will transfer forces to slab itself, and design slab to take all moment, however don't release from external beams as it is compatibilty torsion and for internal beams can be ignored as balanced from two spans on each side
You may contact us on fiverr at www.fiverr.com/uzairs3
Sir send video how to pass failed steel columns
This weekend
thank you so much for uploading this video...this helped me a lot
ua-cam.com/video/O0v_fTIWZBA/v-deo.html
Sir,, Is there any refrence for what u have mentioned abt how we can pass a beam or column? I need the refrence to mention it in the caitation in my homework report.
Thanks
Not everything can be referenced, there are some logics and practices by experience .
Change in I for slabs to 0.25 is for flat slabs not for slabs supported on beams.
For all slabs .
@@EngineeringLearningPlatform Ok.
Sir please can u make a video on designing of inclined column and sunken slab in etabs
Sure .
@@EngineeringLearningPlatform am impatiently awaiting for u r updates jazakallahu khaira sir
What happen sir please can u make a video for us
Sir please am waiting for u r updates
dear Sir,
plz put timestamp for each case.
thank you
Sure. will do soon
also if you please explain about plinth beam
Sure