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Modelling of slabs and infill panels in Multi-storied

 
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kirtesh604 at yahoo.com
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PostPosted: Tue Jun 08, 2004 5:55 pm    Post subject: Modelling of slabs and infill panels in Multi-storied Reply with quote

Dear Mr. Desai,

As Dr. Jain has discussed brick infills get separated
out due to tension.  But they can be modelled as
diagonal bracings in such a way that bracings act as
compression member only by providing equivalent
properties of infills.

In my view master – slave command gives only diaphragm
action within the specified plane of action but it
doesn’t incorporate effect of plate rigidity due to
slab stiffness.  It is better to have diagonal
bracings in horizontal plane with equivalent
properties of slab which may be effective in both
tension and compression.

Please Try it and discuss your results.

Regards

Kirtesh Gandhi


--- rsmengr@eth.net wrote:
Quote:
Dear Anand:

In master slave option slabs are flexible out of
their plane but rigid in
their own plane, If you have large cutouts then
situation is more
complicated. You have to examine it carefully. Best
option is to use shell
elements with plate and membrane stiffness both and
see the magnitude of
shears developing at critical slab sections.

Master node location can be any point at the floor
level. This point  was
discussed earlier too in the e-conference.

If  you are a SAP2000 or ETABS user send me an
e-mail (at my personal ID)
and
I will send you a few input files to make this issue
clear.

Hope this helps.

Regards

Rajiv
----- Original Message -----
Message From  <snehal.bhatt@mottmac-india.com>
To: <rsmengr@eth.net>
Sent: Tuesday, June 08, 2004 10:42 AM
Subject: Modelling of
slabs and infill panels
in Multi-storied Buildings....


In application of " master slave command" some issue
needs to review

1) whether, the slab is rigid or flexible. ( If
there is  any large cut
out )
2) The defination of master point. either or c.g. of
the particular floor or
or center of rigidity of the same floor? bcs
results will be quiet
different
in both the cases. And at the same time, storey
torsion is also coming
in the analysis as per your defination of master
node.

So, other option also you can try out horizontal
bracings members at floor
level to
model slab. As Jain sir discussed in infill walls.

with Regards,

Anand Shah

With regards,


Anand

Original Message-----
Message From  mc.upadhyay [mailto:mc.upadhyay@jil.co.in]
Sent: Mon 6/7/2004 11:03 PM
To: Snehal Bhatt
Cc:
Subject: Modelling of slabs and
infill panels in
Multi-storied Buildings....







Hello Mr Desai
You can use master slave command for
diaphragm action
without modelling the floor as elements. This will
save the memory & time.

At present our codes do not allow the modelling of
infill masonry walls.

There was an econference on "Modelling issues" long
time back
on SEFI & there was a lot of discussion on diaphragm
action;  you can see
the website.

Regards

Mukesh Chandra Upadhyay





jydesai@desein.c
om                       To:
mc.upadhyay@jil.co.in
cc:
06/07/04 12:25          
Subject: Modelling of
slabs and infill panels in Multi-storied  
Buildings....
PM
Please respond
to general





Sir

I seek suggestions/help in the matter of modeling
floor-slabs/infill
masonry walls for lateral load analysis, without
over-taxing the computer
memory and time.

I feel that modeling these with single large
plate-elements for each panel
bordered by edge-beams in case of a floor, or
edge-beams and columns in
case of an infill panel should provide the necessary
in-plane stiffness to
such panels. But I am not sure if anything further
needs to be put in for
these elements, to more correctly model this
stiffness. Does  the thickness
of the large elements need to be increased to
account for continuous
physical contact with the edge members,( to some-how
account for the
lateral constraints on such elements),which is not
modeled in the large
element? Is there any publication on this subject,
which can be easily
accessed?
Is there an alternate way to formulate the sectional
properties of
equivalent diagonal bracing members if used to model
such panels in lieu of
plate-elements?

I have been looking for answers both analytical and
qualitative in
Technical Literature/Journals, but could not find
satisfactory concrete
answers, which one could use in Computer Programs.


Yours sincerely

<http://www.desein.com>











































     
          
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