How to pass overstressed columns in etabs tutorial video
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- เผยแพร่เมื่อ 8 ก.ค. 2024
- How to fix overstress problem in etabs
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HOW TO CONTROL OVERSTRESSING IN RCC COLUMNS
• If lateral shear force exceed the column’s strength hence make column supports pin that means the columns will distribute the shear forces to other columns as such that they become axial forces in space frames
• If the main steel exceeds column’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 and transfer it’s shear reactions to beam in form of axial loads to column
• If columns 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 Column failing in steel limits i.e main steel still exceeds (O/S#2) so try increasing column’s cross section
• If column failing in shear (O/S #45) so try increasing cross section on architectural restrictions
• If columns doesn’t pass the drift checks make the column’s base supports as fixed or increase cross section or add more columns reducing the sway of structure
• Make the column base supports as fixed reducing the sway of structure hence lesser moments to be transferred to columns
• If column failing in shear (O/S #5) try checking the unbraced length and effective length factor
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Thanks man , the video was very helpful . God bless you
once again very useful tutorial u share thanks, previously i request you that plz design and analysis slab culverts, and also after this make one tutorial for detailing and drawings and dont forget the safe tutorials with best regards
Yes, actually it requires time also i am involved in few projects. But yes will do it
HOW did you bring the detail button to the toolbar? can you help me please?
How do i join two align beams in Etabs as a one member, if one beam is inclined from say plane A to plane B and other is in plane B?
Hello, what are the solutions for o/s 35 in columns?
Sir you are doing good job sir please make a video for check for stiffness & drift & displeasement& modes in 12 & other (as per India codes) this very useful please make a video
The check for seismic and wind drift video is already available on this channel's etabs' playlist
Sir Jow to solve Eulers load exceed
OS# 5, please tell me I am badly struck somewhere
JAZAKALLAH
Can we use these steps on steel column?
You need to have a load path for that .
Sir can we use non-sway frame type for residential building which is designed only for gravity loads??
Yes, but it will not even include P-Delta effected due to gravitational effects. Which i don't recommend
Does it make sense to increase the sections? As it will increase the self weight and lumped mass of building.
What do you mean
@@EngineeringLearningPlatform I mean if the section is increased. The whole weight of building will increase, i have confusion in that regard.
@@civilacademia3831 Yes but Structural stability is important . If section is failing then last option is to increase size . Weight increase is very nominal if you do some manual calculations, you'll understand
@@EngineeringLearningPlatform Okay.
what does O/S #35 mean ? I have a non-prismatic column and the maximum reinforcement ratio is 1.1 % !
Is it safe to release moments and use the design data for reinforcement
Read the comments you'll find the issue already answered
Hello sir , if we use smaller beam dimensions does it cause increase in column reinforcement??
It doesn't have connection
Can you teach us how to solve “joint shear”failure in SMRF? Thank you.
You mean strong column weak beam check pass? Its simple inc. Column dinensions parallel to beam length as it will inc. Its flexural capacity compared to beams'.
Can you please refer any video on capacity Ratio
Check column design video or the video with check of existing structure.
if u release all the moments in all beams then column will pass in gravity loading but about the lateral loading, definitely it will increase the column sizes.and is it advisable to release the moment in all beams ?. If we release then we do have to do very careful simply supported detailing in all the places.
Thats why i dont advise to release moments in "All beams" of single storey
But practically as per site any release not possible, all members joints to be act as a fixed behavior during the earthquake!!!!
Can we release moments in beams in SMRF constructed on Seismic zone 3? Because in reality beam and column joint is fixed and moments from beams will be transferred to columns irrespective of how we design beams. Fixity is determined by the relative stiffness of the members rather than the design of the beam. Designing beam as simply supported is not right I think. Would you mind to elaborate on the concept behind releasing moments, please? I am unable to find any evidence about that on the internet.
Yes when you apply end releases the negative gravitational moment is converted into positive moment for beams which enhances percentage of steel in beam and it is important if you use end releases to pass columns then u use the same model for beam design as well with applied end releases
It's a design office based practice, not everything you can find on internet .
@@EngineeringLearningPlatform When we apply beam releases our beam acts as simply supported. Is it not better to say that it is merely the behavior of simply supported beam due to which there is no negative moment in the beam. In other words, we have designed our beam in such a way that it will not be able to bear negative moments (which in reality will be acting on the beam as it has fixed ends with columns) and it will fail if any negative moment will act upon it. It is the way I see it what is your thought?
@@Osama-Anwar No it won't fail unless u detail it properly, read ACI chapter 21, it puts a certain proportion of positive steel in negative reinforcemnt necessarily . So in other words, we are increasing positive steel, which increases negative steel in detailing .
Is changing or applying end realese effects the strength of structure
Any special precautions while applying end realese please share
Yes when you apply end releases the negative gravitational moment is converted into positive moment for beams which enhances percentage of steel in beam and it is important if you use end releases to pass columns then u use the same model for beam design as well with applied end releases
Can i import files into csi detail v19 directly from etabs v20
Check channel for details on how to download and install ETABS 2016
Moment release in beams are possible when you allow cracking by providing less reinf. or development lengths. How lateral load resistance will be ensured if all beams have moment releases? Otherwise, Shear wall should be put into action by designing it as the only lateral load resisting system with a premium of increased thickness , heavily reinforcement including link beams plus properly detailed collector elements.
Releasing moments in beam means it will not really taking lateral moment hence the columns will be designed strong enough, which we call as predefined hinges and the hinges in beams are much desired as compared to in columns as hinge formation in column results in whole structural failure however hinge formation in beams being ductile member will not fail the structure but will increase the positive gravitational moment in beams as beam will not be taking moment at supports i.e negative moment . This will cause increase in positive moment steel i.e bottom reinforcement will be designed sufficient enough to resist this condition. Now about the reinforcement of supports which we apparently made zero by applying releases will not happen as if u see my beam design video we will place minimum steel and in case of seismic design we set minimum steel of 1/4th or 1/5th (based on seismic zone) of the positive moment bottom reinforcement hence becomes practical design, and will be taking negative moment as well but once the support joint yeilds then this ductile member will have enough capacity left to carry on the gravitational positive moment before repairs are made.
What is the definition and concept of a Moment Resisting Frame? What is the. difference between moment frame system and truss system? (at least in trusses we have diagonals to to resist lateral forces). in Releasing M33 on all beams will introduce structural instability mechanism provided bases to rotate. If someone is trying to design isolated spread footing with this approach, then there will be a big risk. Software will also intimate you with excessive loss of accuracy or Ill conditioned stability. (by selecting SAP2000 or ETABS Standard Solver option, we can see such warnings in Run Log File)
Kindly refer UBC97 sec 1627 definition of Moment Resisting Frame.....Code requires that beam-column joints should resist flexural efforts. Otherwise you cannot put your frame in any category of OMRF, IMRF or SMRF as set-forth in ACI or UBC/ASCE/IBC.
1/4th or 1/5h of positive moment capacity at beam-column location is not recommended by any code for lateral load resisting system.
@@engrshafiq11/4 and 1/5 It is recommended by ACI 08 see chapter 21 see SMRF beam design, ofcourse you cannot ignore thay force from frame but u primarily won't design beam for that moment but columns must be. U must have known that in building frame system we take modifiers of column as 0.01 in wall design model, didn't you question there that why taking as 0.01 as name suggests frame etc ? In these type of systems is it okay to rely on single model? No . You must consider the maximum positive moment as well when joints are yeilded . This video elaborates that post yeilded state, and design columns strong enough . Also another example when designing beam column why u take slab as membrane? although slab has its stiffness but why neglect? Answer is that you want to design frame strong enough to take all moments independent of slab's stiffness. Third example is why you take torsion constant to be 0.01 in internal beam for slab design purpose? answer is you want to design slab strong enough to take up its moments it self and transfer minimal residual to the beam which then becomes torsion for beam .
Consclusively i would say making hinges in beam is not all times condition but practically you can detail column beam as pin making beam and column stronger in terms of reinforcement .
@@EngineeringLearningPlatform First of all we have to understand, definition of Moment Resisting Frame? Post yield analysis of all joint failure is a useless effort especially for design intent. In Pakistan 8th Oct 2005 earthquake, many structures failed due to failure of joints.
Regarding SMRF, ACI code says, minimum 1/4th from max moment capacity at either face of joints should be maintained every where in the section of the beam...Code is not saying that at face provide 1/4th of positive moment capacity. It is the basic requirement of moment frame that Joint should be robust enough to resist moments. In fact in SMRF ACI played with extra safety that splice location has been shifted in the middle of beam span to avoid any rebar slippages.
All other theories related to membrane, torsional release, shear wall reduced stiffness factors are irrelevant here. If we are not understanding basic principle of Structural engineering i.e Moment Resisting Frame then discussing other issues have no value.
@@engrshafiq1 It was just to make you understand that we make multiple models for conservative design of structural member level
What about Warning #52 Delata exceeds 1.4
Sir How to solve Eulers load exceed
OS# 5, please tell me I am badly struck somewhere
Yes for that unlock model, select that failed member, and go to design -> overwrites and you see effective length factor, fix that value . Like for example in class you must have computed this effective length factor "k" use that value here .
Engineering Learning Platform Thanks for reply sir you solved my problem. Look what actually happening is, I have Foundations 1.5 m below the plinth and my storey height is 3.2 meter. In some area I can’t provide the grade beams as they are passing Over underground water tank. So if I connect that grade beam the column is passing and when I remove that beam it is failing. However on site we can’t put that grade beam . So my column height will be 1.5+3=4 m In that area and “K” value will be “0.5” as both ends are fixed . Am I right ? Sir . Kindly reply.
if we make column support Pin,we need to detail this in foundation accordingly
Yes . Ofcourse
👍🏻
Can u teach us how to solve N/A?
How do i join two right angle cantilever beams in one plane as a one member?
Perpendicular members cannot be joined . But transfer of forces remain same
@@EngineeringLearningPlatform thanks Sir for valuable reply, but can we join two align beams in Etabs as a one member, if one beam is inclined from say plane A to plane B and other is in plane B?
@@rahulsomde5094 yes . Use replicate linear option . Do some tries .
@@EngineeringLearningPlatform thanks Sir.
@@EngineeringLearningPlatform actually i am trying to model a single beam which will run through out the length of landing and staircase slab, but dont know how to join the beam under staircase with beam under landing, all load is being transferring to staircase slab and landing beam, and the beam under staircase not taking any load as it is not join with landing beam.
I am tring to join these beam as a single beam pl help.
The beams passed as per previous video failed after performing this. Kindly help!
You need to be sure of what you are doing as a designer
How to decrease reinforcement percent in column
By increasing cross section or providing more numbr of columns
Watch "How to pass failing column on etabs"
Please can you show us how to pass o/s #20 for columns. Thank you.
Can u post a screenshot?
@@EngineeringLearningPlatform Can you give me your email address to send it?
@@abdullahmayof347 elpdownloads@gmail.com
@@EngineeringLearningPlatform I am using ETABS 18. However, when I run the same model in ETABS 17 it passes (no O/S #20 message).
@@abdullahmayof347 What loading code you use
Dear,
To pass the structural elements you have released beam end moments where they are contected to columns, this practice is not done as its only applicable for secondary beams as of my knowledge. where ever end moments are released the particluare beam elements is designed as simply supported not as fixed right? so in this vedio fixed beams are deisgned as SSB by releasing moments to pass the elements, do you think its right ?
They will be detailed as ss.
@@EngineeringLearningPlatform
My question is , is this correct practice while we design a structure ?
@@shaikshabuddin190 Yes for small structures the detailing is done as per the modifications you do in model. But in larger or highrise buildings we should avoid.
@@EngineeringLearningPlatform Even though for small structures if we follow as said by you it won't be economical design in terms of reinforcement becasue under SSB design the designed steel will not falls under economic aspects. correct?
As a civil engineer we have to design balanced reinforced and economical structure, right?
@@shaikshabuddin190 what if architect doesn't allow increasing section size and economical is not a problem for a client? You'll say you can't do it? Or you will use the method. Not everything is able to be used in each situation.
Can you provide pdf tutorial
Sorry?
is it safe to release all the beam
Ofcourse not, we don't do it in MRF
one more thing if you plz provide me ur personal email so that i can chat with u regarding design
You can contact on facebook page named "Engineering learning platform" I usually don't look up to emails much often
@@EngineeringLearningPlatform okie i will
totally wrong method use in this video
It's just based on your understanding and expertise . I know not everyone can understand it .