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using Fe500 steel over Fe415

 
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sumalathakguruswamy
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PostPosted: Tue Feb 03, 2015 6:22 am    Post subject: using Fe500 steel over Fe415 Reply with quote

Respected Engineers,

The structure is designed using Fe 415 grade of steel but due to non avaliability of this grade Fe 500 is provided for the same area of steel as obtained for Fe415. By this what will be the difference in stresses when previous Fe415 bars is lapped with Fe 500 bars???

Please clarify
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thirumalaichettiar
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PostPosted: Tue Feb 03, 2015 8:42 am    Post subject: Reply with quote

Dear Er.Sumalatha,
THere is no harm in using the Fe500 instead of Fe415 provided the % of elongation is more than 14% for seismic. There will be extra cost. There ill not be much difference in quantity in SLAB due to the restriction of spacing. In case of BEAMS there will be saving which depends on the span and the load. In columns it is good to use since it help to save more.
You can find the different stress value which reflects in MR constant.
This is my opinion.

T.Rangarajan.
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sknsrinivasan
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PostPosted: Tue Feb 03, 2015 12:15 pm    Post subject: Reply with quote

Dear Er sumalatha

1) If The strain in steel is less than 0.00144 for fe415 and 0.00174 for fe500 The stress in the steel = strain in the steel X youngmodulus

2) If the strain in steel is grater than 0.0038 for fe415 and 0.00417 for fe500 The stress in the steel = 0.87Xgrade of steel

3) If the strain in the steel in between maximum and minimum(0.00144-0.0038,0.00174-0.00417)  The stress in steel plz refer SP-16 Table A

Thanks
N.Srinivasan
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amol_acharya
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PostPosted: Wed Feb 04, 2015 8:21 am    Post subject: Reply with quote

Dear Sumalatha,

1. Fy 415 is not being sold by steel manufactures these days - in other words its use is being discouraged, if you are procuring in small numbers the steel manufacturers may charge more than Fy 500 existing price per ton.

2. I do not anticipate any issues in lapping Fy 500 with Fy 415.

3. If minimum reinforcement is not governing, the use of Fy500 will reduce steel by @ 8% to 15% (general assumption). You can visit the websites of various steel manufacturers about this assessment. However the actual/practical value may be slightly less. Saving will be both is slabs and Beams.

4. Also it is important to note that you must specify to use Fe 500D to take care of the elongation criteria.

Regards,
Amol Acharya
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sumalathakguruswamy
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PostPosted: Wed Feb 04, 2015 9:11 am    Post subject: Reply with quote

Dear All,

Thank you all for your valuable guidance!!!
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Aneesh_Surjith
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PostPosted: Fri Jul 20, 2018 10:01 am    Post subject: Hope your troubles were resolved Reply with quote

You would have to recalculate before changing grades. Have you tried any other vendors. As long as you use relevant brands you could change brands, much easier than changing grades.
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saikiran gone
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PostPosted: Sat Jul 21, 2018 4:49 am    Post subject: Re: using Fe500 steel over Fe415 Reply with quote

sumalathakguruswamy wrote:
Respected Engineers,

The structure is designed using Fe 415 grade of steel but due to non avaliability of this grade Fe 500 is provided for the same area of steel as obtained for Fe415. By this what will be the difference in stresses when previous Fe415 bars is lapped with Fe 500 bars???

Please clarify




Hi Sumalatha,

As you can observe, in indian code, the Fe = 415 need to be used in the shear design as the strength of stirrup bars is directly proportional to the width of the crack. But now a days everyone designs   for the Fe = 500 Mpa except who are using software for the design . The software by default its considers Fe = 415 Mpa as per code clause & gives the shear reinforcement results according to Fe 415, but people provide same spacing what software results but they uses Fe 500 in the construction.

So , your case is also similar to this.


Regards,
Saikiran Gone.
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sreeramakrishnan_v
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PostPosted: Tue Jan 01, 2019 12:00 pm    Post subject: Change in steel grade Reply with quote

Dear sir,
When the steel grade is changed from 415 to 500 in staad, some column sections fails saying steel percentage is high. What could be the reason for that? is it due to any error in the file?
I am attaching the staad file also. with Fe 415 all sections are safe. but with Fe 500 some sections are inadequate.
I request the expert members of the group to comment and shed some light on this

Sreeramakrishnan



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ykalamkar
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PostPosted: Wed Jan 02, 2019 2:03 pm    Post subject: Similar Problem Reply with quote

Even I have faced the similar problem. I was using FE600. columns were fail. but same passed in FE 550. Could not find the reason....
Thanks & Regards
Yogesh kalamkar
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