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Torsional Analysis

 
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mangeshb
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 9

PostPosted: Fri Oct 01, 2004 6:58 am    Post subject: Torsional Analysis Reply with quote

Hi ,
i am woking on certain Industrial building for torsional analysis due to
irregular plan and elevation of building and its behaviour in earthquake
condition.
i have referred the "explanatory examples on IS 1893(Part 1)2002" - a
draft code .
but i am facing problem while calculating the design eccentricity edi.
Pls tell me how to work out this one.
Any suggestion will really help but with quick response.

Regards
Mangesh B.

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mangeshb
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 9

PostPosted: Fri Oct 01, 2004 7:00 am    Post subject: Torsional Analysis Reply with quote

Hi ,
i am woking on certain Industrial building for torsional analysis due to
irregular plan and elevation of building and its behaviour in earthquake
condition.
i have referred the "explanatory examples on IS 1893(Part 1)2002" - a
draft code .
but i am facing problem while calculating the design eccentricity edi.
Pls tell me how to work out this one.
Any suggestion will really help but with quick response.

Regards
Mangesh B.

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Rudra Nevatia
...
...


Joined: 26 Jan 2003
Posts: 207
Location: Mumbai

PostPosted: Fri Oct 01, 2004 9:35 am    Post subject: Torsional Analysis Reply with quote

Mangesh,

I have just uploaded a note on seismic design of buildings at
http://rudranevatia.com/verify.htm which may help you.

Although the included design example is for a symmetrical building,
the design note gives sufficient information on treatment of asymmetry.

This note is still in 'proof reading' stage.

Regards,
Rudra Nevatia

--- mangeshb@designexcel.com wrote:

Quote:
Hi ,
i am woking on certain Industrial building for torsional analysis due to
irregular plan and elevation of building and its behaviour in earthquake
condition.
i have referred the "explanatory examples on IS 1893(Part 1)2002" - a
draft code .
but i am facing problem while calculating the design eccentricity edi.
Pls tell me how to work out this one.
Any suggestion will really help but with quick response.

Regards
Mangesh B.

----------------------------------------------------------------
Design Excellence (India) Pvt Ltd, Thane, India
Sent using PostMaster by QuantumLink Communications Pvt Ltd














          
__________________________________

providers!

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PostPosted: Fri Oct 01, 2004 1:06 pm    Post subject: Torsional Analysis Reply with quote

Hello Mangesh:

Some how this message didn't appear.

Regards

Rajiv

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mangeshb
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SEFI Member


Joined: 26 Jan 2003
Posts: 9

PostPosted: Fri Oct 01, 2004 2:42 pm    Post subject: Torsional Analysis Reply with quote

hello Rajiv
i had gone thru ur mail.now i am sending my querry in detail.
I am actually working on One Industrial bldg. for torsional analysis
and design. For that i have referred "explanatory examples on
IS1893(PART1):2000"-a draft code.
But in the calculation of design eccentricity (edi), as per clause 7.9.1
IS1893 ,
1.5esi+0.05bi
edi=  or
esi-0.05bi
whichever cause worse change in shear.
But we have been suggested to deduct 1.0 esi for certain reason (not
knowing).
we hav done analysis in STAAD as space frame structure.
So can anybody will tell me how this 1.0esi been dedected from eq. and why..
or else pls tell me the detailed procedure with typical example for
sysmmetrical and unsymmetrical structure (as perTable 4&5) IS1893).

thanks

Regards
Mangesh B.

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mangeshb
SEFI Member
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Joined: 26 Jan 2003
Posts: 9

PostPosted: Fri Oct 01, 2004 4:12 pm    Post subject: Torsional Analysis Reply with quote

But in the calculation of design eccentricity (edi), as per clause 7.9.1
IS1893 ,
1.5esi+0.05bi
edi=  or
esi-0.05bi
whichever cause worse change in shear

in which case second cl. will govern...?

Mangesh B.

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swet662003
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 2

PostPosted: Sat Oct 02, 2004 6:54 am    Post subject: Torsional Analysis Reply with quote

Dear Mr. Mangesh

I think Staad Took account Eccentricity autonmatically but do not consider Torsional Accidental Ecc. which is 0.05e as specified in the code. Hence you were told not to consider 1.0e and work around with accidental ecc alone.

Another way out to such analysis, people come around is they increse forces arrived after analysis by adhoc 5-10% to tackkle teh accidental ecc.

Hope this will help you.

Regards
Makarand

mangeshb@designexcel.com wrote:
hello Rajiv
i had gone thru ur mail.now i am sending my querry in detail.
I am actually working on One Industrial bldg. for torsional analysis
and design. For that i have referred "explanatory examples on
IS1893(PART1):2000"-a draft code.
But in the calculation of design eccentricity (edi), as per clause 7.9.1
IS1893 ,
1.5esi+0.05bi
edi= or
esi-0.05bi
whichever cause worse change in shear.
But we have been suggested to deduct 1.0 esi for certain reason (not
knowing).
we hav done analysis in STAAD as space frame structure.
So can anybody will tell me how this 1.0esi been dedected from eq. and why..
or else pls tell me the detailed procedure with typical example for
sysmmetrical and unsymmetrical structure (as perTable 4&5) IS1893).

thanks

Regards
Mangesh B.

----------------------------------------------------------------
Design Excellence (India) Pvt Ltd, Thane, India
Sent using PostMaster by QuantumLink Communications Pvt Ltd









          
---------------------------------

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anandrshah9
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 13

PostPosted: Sun Oct 03, 2004 12:59 pm    Post subject: Torsional Analysis Reply with quote

Dear Mr. Makarand,

Though Staad took account eccentricity automatically as per manual of staad,
some things
need to be varify.

Center of Rigidity of the particular floor
Positiion of Master node in case of Master Slave option
Bcs such clarification and details are not provide in STAAD.
& Increase in shear force will be there in some portion of that particular
floor.

Regards,
Anand

Quote:
Message From  swet662003@yahoo.com
Reply-To: general@sefindia.org
To: anandrshah9@hotmail.com
Subject: Torsional Analysis
Date: Sat Oct  2 12:24:43 2004

Dear Mr. Mangesh

I think Staad Took account Eccentricity autonmatically but do not consider
Torsional Accidental Ecc. which is 0.05e as specified in the code. Hence
you were told not to consider 1.0e and work around with accidental ecc
alone.

Another way out to such analysis, people come around is they increse forces
arrived after analysis by adhoc 5-10% to tackkle teh accidental ecc.

Hope this will help you.

Regards
Makarand

mangeshb@designexcel.com wrote:
hello Rajiv
i had gone thru ur mail.now i am sending my querry in detail.
I am actually working on One Industrial bldg. for torsional analysis
and design. For that i have referred "explanatory examples on
IS1893(PART1):2000"-a draft code.
But in the calculation of design eccentricity (edi), as per clause 7.9.1
IS1893 ,
1.5esi+0.05bi
edi= or
esi-0.05bi
whichever cause worse change in shear.
But we have been suggested to deduct 1.0 esi for certain reason (not
knowing).
we hav done analysis in STAAD as space frame structure.
So can anybody will tell me how this 1.0esi been dedected from eq. and
why..
or else pls tell me the detailed procedure with typical example for
sysmmetrical and unsymmetrical structure (as perTable 4&5) IS1893).

thanks

Regards
Mangesh B.

----------------------------------------------------------------
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Sent using PostMaster by QuantumLink Communications Pvt Ltd












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h2003128
SEFI Member
SEFI Member


Joined: 26 Jan 2003
Posts: 3

PostPosted: Mon Oct 04, 2004 6:39 am    Post subject: Torsional Analysis Reply with quote

Hello!!! all sefians!!

I am Srikanth doing my Masters in Structural engg. as a part of project
thesis I am working on "seismic behavior of fiber reinforced soils" giving
importance to foundations if at all there is any mathematical/analytical
/numerical model that can be made for analysis on this topic or any
references for establishing  such model please let me know.

Thanx in advance
regards
srikanth

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