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mangeshb SEFI Member
Joined: 26 Jan 2003 Posts: 9
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Posted: Fri Oct 01, 2004 6:58 am Post subject: Torsional Analysis |
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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
Joined: 26 Jan 2003 Posts: 9
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Posted: Fri Oct 01, 2004 7:00 am Post subject: Torsional Analysis |
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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: 215
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Posted: Fri Oct 01, 2004 9:35 am Post subject: Torsional Analysis |
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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.
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rsmengr at eth.net Guest
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Posted: Fri Oct 01, 2004 1:06 pm Post subject: Torsional Analysis |
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Hello Mangesh:
Some how this message didn't appear.
Regards
Rajiv
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mangeshb SEFI Member
Joined: 26 Jan 2003 Posts: 9
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Posted: Fri Oct 01, 2004 2:42 pm Post subject: Torsional Analysis |
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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
Joined: 26 Jan 2003 Posts: 9
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Posted: Fri Oct 01, 2004 4:12 pm Post subject: Torsional Analysis |
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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
Joined: 26 Jan 2003 Posts: 2
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Posted: Sat Oct 02, 2004 6:54 am Post subject: Torsional Analysis |
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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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anandrshah9 SEFI Member
Joined: 26 Jan 2003 Posts: 13
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Posted: Sun Oct 03, 2004 12:59 pm Post subject: Torsional Analysis |
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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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h2003128 SEFI Member
Joined: 26 Jan 2003 Posts: 3
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Posted: Mon Oct 04, 2004 6:39 am Post subject: Torsional Analysis |
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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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