Pushover Analysis Using SAP2000
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- เผยแพร่เมื่อ 27 ก.พ. 2019
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Extremely useful tutorial! Thank you!
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the video was really informative
nice video sir.please can you do a video about time history analysis and flat slab design?
What is the difference between the use of Ux (acceleration) for pushover case instead of load pattern (Qx), which will be based on the response spectrum (Response spectrum)??
Thanx so much for useful video. The analysis for pushover case its not comletetede it just was %34 in your video and i have the same poblem when i do pushover analysis. are you have any advaice to solve this problem?
thank you
please sir can you explain in details the push over curve
Thank u soo much sir 😀
Please tell me, how to do multi- mode push over by sap 2000? thanks
very good
How can I identify a certain hinge from the model?
I want to display simply the label of the hinge, so I can identify the hinge in the table.
Can we perform pushover analysis for underground structure by SAP2000? So the push load is added by horizontal soil pressure, ground water pressure etc. but no increment on these force? Thanks
Best classs ever on you tube
Q1.Sir why did you place one hinge only at the ground story column at top ?
Sir how to calculate SF for response spectra for FEMA 440 EL
It' that right put 5mm not 50 mm?
Sorry i miss understood on that
first, thank you for this video & can you give us the references from where you get this
Dear Sir. First of all thank you for your video. Can I ask why do you not consider the hinges at the base of the columns? Thank you
Normally we assume that there is no hinge formation at the base column. You can make hinges there as well.
Sir, Why hinges are formed only at joints ?? How do I know hinges are formed in beams or columns??
Why your pushover curve did not show up to the yielding?
what about the performance point?
While defining hinges you have chosen ASCE in auto hing type how can I get FEMA in auto hinge type ?
Same problem I'm facing, brother
I am confused with interpreting the result of Push Over analysis. Sorry for the basic question, please bear with me.
Once you generated all the possible plastic hinging, in terms of engineering, what would happen next? I mean how will I interpret this result to be used in the final design/ assessment?
Also, I am finding it difficult to wrap my head around the column developing plastic hinge. Isn't that what seismic code is trying to prevent in stating the strong column weak beam requirements?
Would love to hear your thoughts. Btw, thank you for the great video.
Thanks for the response. I appreciate it. My question is how will the result of the Push Over Analysis be used in design (PBD) or in the assessment of existing buildings?
Also, can you please clarify, "hinge formation is the indication of member failure"?
My understanding is that when plastic hinging occurs there is an increase of rotation/displacement without an increase in force. Not necessarily failure because there is a potential stress redistribution. Failure will occur once a hinged member no longer has the means to redistribute the force since other members have exhausted its plastic capacity. I would appreciate clarification on this.
@@engineeringacademy9812 Thank you! Looking forward to it.
You're doing the young engineering community a great favour. Keep it up!
What about the warnings that came for P-MM interaction surface isnot convex? What does that mean?
I think change size of columns..
4:08 why U3 is selected ?
hello... just one question.. After the pushover analysis, can we count the number of plastic hinges formed?
Yeah..but manually.
Sir while I m doing nlsa on 3 storey 3 d building(20m x10m) it takes too much time....and lots of null steps generated...so how to resolve it?? please reply... I have corei5 9 th Gen, 240 gb Sdd hdd, 16 gb ddr 4 ram.. system.
There might be problem in modelling. Please check your model.
Sir model checked...it is ok...
What would be other issues for lots of null steps generated???
Hi
Hello sir i have problem in push over analysis plz reply me its urgent i have persentation tomorrow
What is the problem?
Sir do we check result on the basis of intensity like zone 1 zone2 for earthquake after analysis of pushover ??
In results
wrong
Why it is wrong ?
wrong approach on the gravity. what's the use defining U3 monitored displacement when you apply a full load? also you don't need multiple states. only final state..... then in the push load you want monitored displacement correct but then you click on conjugate displacement. decide which of two..... study before you upload videos.