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BONDED vs UNBONDED POSTTENSIONING SYSTEM
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arunsefi
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PostPosted: Wed Dec 15, 2010 7:56 am    Post subject: BONDED vs UNBONDED POSTTENSIONING SYSTEM Reply with quote

if there is a framing of beam at both the side of corner column, the column momentsfrom the ptbeams shall be considered. If there is a moment transferred from slab to beams then beam has to be checked for the torsion (twisting moment) as well as part of the twisting moment will get transferred to the column through that beam. one has to look into the considerations of slab and beam design and accordingly the column is designed for the netforces and moments from respective directions in general.

Thanks.
arun


On Sat, Dec 4, 2010 at 10:42 AM, arunsefi <forum@sefindia.org (forum@sefindia.org)> wrote:
[quote]   If the slab is supported by the Beams and beams are transferring the load to column. You can consider the moment generated from PT beam. The forces and moment from PT slab will reach to the columns through the beams in that case.

You need to trace the load path first so that everything would be easier.

Thanks.
Arun


On Wed, Nov 24, 2010 at 12:08 PM, er.vikramjain forum@sefindia.org (forum@sefindia.org))> wrote:

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hemal
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PostPosted: Wed Dec 15, 2010 1:18 pm    Post subject: BONDED vs UNBONDED POSTTENSIONING SYSTEM Reply with quote

Dear arun, sefi members,

We need 3D FEM model with TENDONs modelled for SLABS/BEAMS for proper transfer of SECONDARY(HYPERSTATIC) MOMENT from Slab to Beam/Column and from Beam to column. Manytimes secondary moments between beam & slab are balanced/nullified depending upon location of design section. Different stages (transfer/service or more when tendons are not stressed at a time) may be defined.

SECONDARY(HYPERSTATIC) MOMENTs may be combined with Regular loads (gravity, wind, seismic etc) and structure may be re-analyzed to have final design forces and design of columns/shear walls.

Most PT design software do not have facility to model 3D structure except STRAP. So, above procedure for column/shearwall design can not be followed. As a tedious procedure tendon forces for slab/beam may be defined in STAAD/SAP2000 etc.

ADAPT is planning for 3D version for PT structure in near future.

Regards

Hemal Mistry
Surat


--- On Wed, 15/12/10, arunsefi <forum@sefindia.org> wrote:
Quote:

From: arunsefi <forum@sefindia.org>
Subject: [SEFI] Re: BONDED vs UNBONDED POSTTENSIONING SYSTEM
To: general@sefindia.org
Date: Wednesday, 15 December, 2010, 2:30 AM

if there is a framing of beam at both the side of corner column, the column moments from the ptbeams shall be considered. If there is a moment transferred from slab to beams then beam has to be checked for the torsion (twisting moment) as well as part of the twisting moment will get transferred to the column through that beam. one has to look into the considerations of slab and beam design and accordingly the column is designed for the net forces and moments from respective directions in general.

Thanks.
arun


On Sat, Dec 4, 2010 at 10:42 AM, arunsefi forum@sefindia.org)> wrote:
Quote:
If the slab is supported by the Beams and beams are transferring the load to column. You can consider the moment generated from PT beam. The forces and moment from PT slab will reach to the columns through the beams in that case.

You need to trace the load path first so that everything would be easier.

Thanks.
Arun


On Wed, Nov 24, 2010 at 12:08 PM, er.vikramjain forum@sefindia.org (forum@sefindia.org)))> wrote:

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P.K.Mallick
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PostPosted: Sat May 25, 2019 9:03 am    Post subject: Reply with quote

What will be response reduction factor in case of a building having PT Beams?
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sunil.raiyani
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PostPosted: Fri Aug 23, 2019 2:19 pm    Post subject: Annex-D IS 1343 : 2012 Table 11 Reply with quote

#Annex-D IS 1343 : 2012
Table 11, One note is written The neutral axis depth in these cases is too low to provide the necessary elongation for developing 0.87fpu stress level. Hence, it is essential that the strength provided exceeds the required strength by 15 % for these cases.

This note not clear, please provide your insight.
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