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Slab modelling in ETABS -membrane, plate or shell ??
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jc
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Joined: 07 May 2010
Posts: 180

PostPosted: Mon Jun 06, 2011 1:55 am    Post subject: Reply with quote

Dear Mr. Rajan,

please kindly mail the example pdf file to the following address:
james_chan84@yahoo.com

thanks
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sakumar79
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Joined: 18 Apr 2008
Posts: 660

PostPosted: Mon Jun 06, 2011 2:09 am    Post subject: Reply with quote

Dear Mr. Rajan,
    Please send a copy of the file to me at sakumar79@rediffmail.com...

Thanking you,
Yours sincerely,
Arunkumar
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Hashmi
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Joined: 22 Oct 2008
Posts: 15
Location: Jeddah KSA ,Gulbarga Karnataka

PostPosted: Mon Jun 06, 2011 6:22 am    Post subject: Re: ETAB Step by step example with wind and seismic loading Reply with quote

rajancivildesign wrote:
Dear SAFIANS,
I have a soft copy of  ETAB example step by step procedure  for Indian code with seismic, wind loading. Those who have interested can receive the same through email.
My email Id is: rajancivildesign@gmail.com.
V.M.RAJAN.




Dear Rajan Sir,

Please send me the soft copy to my mail id i.e muddushah@gmail.com,

Thanking you for sharing the valuable thigs

Regards
S M Hashmi
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kamat.gaurav
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Joined: 05 Oct 2009
Posts: 18
Location: Bangalore

PostPosted: Tue Jun 14, 2011 3:30 am    Post subject: Reply with quote

Dear Hrushikesh,



Your observations regarding the different types of area objects are more or less correct. However, if you want to use the coefficients from IS 456: 2000 for the design of slabs then better model slabs as "membranes". But if you want to model area objects as "shells" then as you mentioned the forces found in beams are lesser than the ones found using "membrane". If you design beams using those "lesser" forces and slabs using coefficients, the equillibrium of forces will not be met. To overcome this issue, you can design the slabs using "SAFE" for the forces that it has captured during analysis.



I hope this will help.



Regards,

Gaurav Kamat
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ambition
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Joined: 06 Mar 2013
Posts: 1

PostPosted: Wed Mar 06, 2013 6:18 am    Post subject: Reply with quote

dear all !

This is clip about diffirent between membrane and shell. The moment in " shell " case is reduced  !

http://www.youtube.com/watch?v=nHkpTSXaCL8
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ncclerp
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Joined: 29 Jun 2010
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PostPosted: Thu May 02, 2013 9:34 pm    Post subject: ETAB example Reply with quote

Dear Mr. Rajan,


This is Ravi varma . plz send the ETAB example step by step procedure  for Indian code .


regards
ravi varma
royalsapt@gmail.com
ncclerp@gmail.com
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deviationz
SEFI Regulars
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Joined: 07 Mar 2009
Posts: 32

PostPosted: Thu May 02, 2013 10:03 pm    Post subject: Reply with quote

When you have a beam-slab or when you have precast floors, it is advisable to model them as membrane elements in order to capture the beam forces/moment correctly.

When a shell element is defined (supported by a beam), the shell elements is much stiffer than the frame element (unless the beam is very deep) and as a result, the beam moments are under-estimated.

A proper way to capture the moments at a cross-section is by defining section cuts, which include the frame element and shell element (using an assumed effective width).

Alternatively, you can define a T-beam when defining a frame member by adding an effective flange width. The only downside is that the self-weight will be over-estimated because of the overlap between the floor element and the effective flange.
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sahilmujawar
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Joined: 17 Mar 2012
Posts: 118

PostPosted: Mon May 06, 2013 7:21 am    Post subject: link for file Reply with quote

See this link also


Manual Program for Use in ETABS Seismic Analysis of Structures:

http://www.
4shared
.com/office/zvNjT5XL/MANUAL_PROGRAM_FOR_USE_IN_ETAB.html
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ABHAY BHANDARI
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Joined: 24 Oct 2017
Posts: 2

PostPosted: Wed Sep 12, 2018 7:25 am    Post subject: Reply with quote

dibesh2063 wrote:
Dear Mr. Rajan,

please kindly mail the example pdf file to the following address:
dibesh2063@hotmail.com

with thanks in advance,

dibesh

sir, please send me the example of the file in the following address.
Email: bbyapak@gmail.com
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