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Column safety consider in IS 13920-2016

 
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prakashsiyani
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Joined: 31 Dec 2009
Posts: 50

PostPosted: Fri Aug 10, 2018 7:10 am    Post subject: Column safety consider in IS 13920-2016 Reply with quote

Dear All

I have attached details calculations. Please refer it in details, who interested in 13920-2016 ductility.


Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 48.89 kN
         Shear in major = 42.54 kN


As per IS13920-2016, Cl.7.2 #8 & Cl.7.5 #10.

Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -2321 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In x direction calculation

      P = 1631 kN
         Mu2 = -590.8 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In x direction calculation



Increase data due to IS 13920-2016


P= 1631/1631 =0
Mu2 = 590.8/80.84 = 7.34 times
Mu3 = -2321/33.128 = 70.06 times
Shear in minor = 1029/48.59 = 21.17 times
Shear in major = 260/42.54 = 6.11 times



Prakash Siyani
P-Cube Consultants.



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IS 13920-2016_Column Design Calculations.pdf
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Last edited by prakashsiyani on Thu Sep 13, 2018 11:32 am; edited 1 time in total
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prakashsiyani
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Joined: 31 Dec 2009
Posts: 50

PostPosted: Wed Aug 22, 2018 6:04 am    Post subject: Re: Column design Query_IS 13920-2016 Reply with quote

Dear sir

Please reply us on this topic

share your ideas,

I hope expert structure engineer guide us proper,


prakashsiyani wrote:
Dear All

I have attached details calculations. Please refer it in details, who interested in 13920-2016 ductility.


Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 48.89 kN
         Shear in major = 42.54 kN


As per IS13920-2016, Cl.7.2 #8 & Cl.7.5 #10.

Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -2321 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In X direction calculation

      P = 1631 kN
         Mu2 = -590.8 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In Y direction calculation



Increase data due to IS 13920-2016


P= 1631/1631 =0
Mu2 = 590.8/80.84 = 7.34 times
Mu3 = -2321/33.128 = 70.06 times
Shear in minor = 1029/48.59 = 21.17 times
Shear in major = 260/42.54 = 6.11 times



Prakash Siyani
P-Cube Consultants.
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saikiran gone
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Joined: 22 Apr 2016
Posts: 214

PostPosted: Thu Aug 23, 2018 7:50 am    Post subject: Re: Column design Query_IS 13920-2016 Reply with quote

prakashsiyani wrote:
Dear sir

Please reply us on this topic

share your ideas,

I hope expert structure engineer guide us proper,


prakashsiyani wrote:
Dear All

I have attached details calculations. Please refer it in details, who interested in 13920-2016 ductility.


Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 48.89 kN
         Shear in major = 42.54 kN


As per IS13920-2016, Cl.7.2 #8 & Cl.7.5 #10.

Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -2321 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In X direction calculation

      P = 1631 kN
         Mu2 = -590.8 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In Y direction calculation



Increase data due to IS 13920-2016


P= 1631/1631 =0
Mu2 = 590.8/80.84 = 7.34 times
Mu3 = -2321/33.128 = 70.06 times
Shear in minor = 1029/48.59 = 21.17 times
Shear in major = 260/42.54 = 6.11 times



Prakash Siyani
P-Cube Consultants.


Hi Prakash,

As per my knowledge, the analysis is same for ductile & non ductile buildings, the forces variation shown above are very high , literally I shocked with this increase in forces as per 13920-2016. I don't believe this is due to code change, kindly recheck the model.

Regards,
Saikiran Gone.
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prakashsiyani
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Joined: 31 Dec 2009
Posts: 50

PostPosted: Sat Aug 25, 2018 8:42 am    Post subject: Re: Column design Query_IS 13920-2016 Reply with quote

Dear Saikiran Gone sir

We agreed with your statement that"analysis is same for ductile and non ductile" but after complete of analysis, Design calculation generate this amount of forces. software design output was checked by manual calculation as attached. if you find any mistake please tell us.

Prakash Siyani

saikiran gone wrote:
prakashsiyani wrote:
Dear sir

Please reply us on this topic

share your ideas,

I hope expert structure engineer guide us proper,


prakashsiyani wrote:
Dear All

I have attached details calculations. Please refer it in details, who interested in 13920-2016 ductility.


Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 48.89 kN
         Shear in major = 42.54 kN


As per IS13920-2016, Cl.7.2 #8 & Cl.7.5 #10.

Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -2321 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In X direction calculation

      P = 1631 kN
         Mu2 = -590.8 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In Y direction calculation



Increase data due to IS 13920-2016


P= 1631/1631 =0
Mu2 = 590.8/80.84 = 7.34 times
Mu3 = -2321/33.128 = 70.06 times
Shear in minor = 1029/48.59 = 21.17 times
Shear in major = 260/42.54 = 6.11 times



Prakash Siyani
P-Cube Consultants.


Hi Prakash,

As per my knowledge, the analysis is same for ductile & non ductile buildings, the forces variation shown above are very high , literally I shocked with this increase in forces as per 13920-2016. I don't believe this is due to code change, kindly recheck the model.

Regards,
Saikiran Gone.
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prakashsiyani
...
...


Joined: 31 Dec 2009
Posts: 50

PostPosted: Thu Aug 30, 2018 5:35 am    Post subject: Re: Column design Query_IS 13920-2016 Reply with quote

Dear sir

Please reply us on this topic

share your ideas,

I hope expert structure engineer guide us proper,


prakashsiyani wrote:
Dear All

I have attached details calculations. Please refer it in details, who interested in 13920-2016 ductility.


Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 48.89 kN
         Shear in major = 42.54 kN


As per IS13920-2016, Cl.7.2 #8 & Cl.7.5 #10.

Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -2321 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In x direction calculation

      P = 1631 kN
         Mu2 = -590.8 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In x direction calculation



Increase data due to IS 13920-2016


P= 1631/1631 =0
Mu2 = 590.8/80.84 = 7.34 times
Mu3 = -2321/33.128 = 70.06 times
Shear in minor = 1029/48.59 = 21.17 times
Shear in major = 260/42.54 = 6.11 times



Prakash Siyani
P-Cube Consultants.
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abhio
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Joined: 08 Mar 2010
Posts: 478

PostPosted: Thu Aug 30, 2018 12:25 pm    Post subject: Reply with quote

Dear Er Siyani,

You have taken hst = 4.5/2 in your calculation. Is this because the column is terminated at this level?
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prakashsiyani
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Joined: 31 Dec 2009
Posts: 50

PostPosted: Mon Sep 03, 2018 3:40 am    Post subject: Reply with quote

Yes, sir

Column is terminated at basement slab level

Prakash

abhio wrote:
Dear Er Siyani,

You have taken hst = 4.5/2 in your calculation. Is this because the column is terminated at this level?
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prakashsiyani
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Joined: 31 Dec 2009
Posts: 50

PostPosted: Thu Sep 13, 2018 11:28 am    Post subject: Re: Column design Query_IS 13920-2016 Reply with quote

Till date we didn't receive any expert reply with same solution or logic.

please reply of attached photo why this building was not collapse even we tried to collapse row of column.

Prakash


prakashsiyani wrote:
Dear sir

Please reply us on this topic

share your ideas,

I hope expert structure engineer guide us proper,


prakashsiyani wrote:
Dear All

I have attached details calculations. Please refer it in details, who interested in 13920-2016 ductility.


Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 48.89 kN
         Shear in major = 42.54 kN


As per IS13920-2016, Cl.7.2 #8 & Cl.7.5 #10.

Data: P = 1631 kN
         Mu2 = 80.84 kN-m
         Mu3 = -2321 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In x direction calculation

      P = 1631 kN
         Mu2 = -590.8 kN-m
         Mu3 = -33.128 kN-m
         Shear in minor = 1029 kN
         Shear in major = 260 kN

         In x direction calculation



Increase data due to IS 13920-2016


P= 1631/1631 =0
Mu2 = 590.8/80.84 = 7.34 times
Mu3 = -2321/33.128 = 70.06 times
Shear in minor = 1029/48.59 = 21.17 times
Shear in major = 260/42.54 = 6.11 times



Prakash Siyani
P-Cube Consultants.



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