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Fe 550

 
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p_kadam at vsnl.com
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PostPosted: Thu Jul 21, 2005 11:33 am    Post subject: Fe 550 Reply with quote

Dear all,

Refer Article Steel-Reinforcement by Dr P C Basu et al.

"Cautious approach" is advised while using Fe 550. It has not been ruled out.

regards,

P Kadam

Mr Joshi wrote

>
> The high yield strength steel produces higher factored shears and they
> have to be carried by the beam without exceeding the maximum shear
> stress Tcmax given in Table 20 of I.S. 456 : 2000 even though shear
> reinforcement is provided. Therefore, higher concrete sections
> will be
>
>
> Dear Mr. Kadam,
>
> The high yield strength steel produces higher factored shears and they
> have to be carried by the beam without exceeding the maximum shear
> stress Tcmax given in Table 20 of I.S. 456 : 2000 even though shear
> reinforcement is provided. Therefore, higher concrete sections
> will be
> required for beams to resist shears produced during earthquake episode
> and it has futhther implications on the stiffness of the frame that
> has additional adverse effect on the force distribution and will
> attrect higher earthquake forces
>
> This means the proposed steel having high yield strength such as Fe
> 600 is not welcome and if you look at New Zealand code AS/NZS
> 4671-2001, they have only Fe 300E and Fe500E category steel.
>
> Neelkanth D Joshi
> Joshi Consultants
> joshiconsultants9@gmail.com
>
>
>
>
> The views, opinions, analyses and assessments contained herein do
> not necessarily reflect the views of SEFI or TATA Steel. Also SEFI
> and TATA Steel does not guarantee the accuracy of the data
> included in the proceedings of this e-conference and accepts no
> responsibility for any consequences of their use.
> *******************************************
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