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prakashsiyani ...
Joined: 31 Dec 2009 Posts: 50

Posted: Fri Aug 10, 2018 7:10 am Post subject: Column safety consider in IS 139202016 


Dear All
I have attached details calculations. Please refer it in details, who interested in 139202016 ductility.
Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 33.128 kNm
Shear in minor = 48.89 kN
Shear in major = 42.54 kN
As per IS139202016, Cl.7.2 #8 & Cl.7.5 #10.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 2321 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In x direction calculation
P = 1631 kN
Mu2 = 590.8 kNm
Mu3 = 33.128 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In x direction calculation
Increase data due to IS 139202016
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
PCube Consultants.
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prakashsiyani ...
Joined: 31 Dec 2009 Posts: 50

Posted: Wed Aug 22, 2018 6:04 am Post subject: Re: Column design Query_IS 139202016 


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 139202016 ductility.
Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 33.128 kNm
Shear in minor = 48.89 kN
Shear in major = 42.54 kN
As per IS139202016, Cl.7.2 #8 & Cl.7.5 #10.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 2321 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In X direction calculation
P = 1631 kN
Mu2 = 590.8 kNm
Mu3 = 33.128 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In Y direction calculation
Increase data due to IS 139202016
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
PCube Consultants. 


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saikiran gone General Sponsor
Joined: 22 Apr 2016 Posts: 214

Posted: Thu Aug 23, 2018 7:50 am Post subject: Re: Column design Query_IS 139202016 


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 139202016 ductility.
Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 33.128 kNm
Shear in minor = 48.89 kN
Shear in major = 42.54 kN
As per IS139202016, Cl.7.2 #8 & Cl.7.5 #10.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 2321 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In X direction calculation
P = 1631 kN
Mu2 = 590.8 kNm
Mu3 = 33.128 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In Y direction calculation
Increase data due to IS 139202016
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
PCube 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 139202016. 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

Posted: Sat Aug 25, 2018 8:42 am Post subject: Re: Column design Query_IS 139202016 


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 139202016 ductility.
Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 33.128 kNm
Shear in minor = 48.89 kN
Shear in major = 42.54 kN
As per IS139202016, Cl.7.2 #8 & Cl.7.5 #10.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 2321 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In X direction calculation
P = 1631 kN
Mu2 = 590.8 kNm
Mu3 = 33.128 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In Y direction calculation
Increase data due to IS 139202016
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
PCube 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 139202016. 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

Posted: Thu Aug 30, 2018 5:35 am Post subject: Re: Column design Query_IS 139202016 


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 139202016 ductility.
Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 33.128 kNm
Shear in minor = 48.89 kN
Shear in major = 42.54 kN
As per IS139202016, Cl.7.2 #8 & Cl.7.5 #10.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 2321 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In x direction calculation
P = 1631 kN
Mu2 = 590.8 kNm
Mu3 = 33.128 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In x direction calculation
Increase data due to IS 139202016
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
PCube Consultants. 


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abhio ...
Joined: 08 Mar 2010 Posts: 491

Posted: Thu Aug 30, 2018 12:25 pm Post subject: 


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 ...
Joined: 31 Dec 2009 Posts: 50

Posted: Mon Sep 03, 2018 3:40 am Post subject: 


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 ...
Joined: 31 Dec 2009 Posts: 50

Posted: Thu Sep 13, 2018 11:28 am Post subject: Re: Column design Query_IS 139202016 


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 139202016 ductility.
Earthquake Combination 6 is govern case for column main steel design.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 33.128 kNm
Shear in minor = 48.89 kN
Shear in major = 42.54 kN
As per IS139202016, Cl.7.2 #8 & Cl.7.5 #10.
Data: P = 1631 kN
Mu2 = 80.84 kNm
Mu3 = 2321 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In x direction calculation
P = 1631 kN
Mu2 = 590.8 kNm
Mu3 = 33.128 kNm
Shear in minor = 1029 kN
Shear in major = 260 kN
In x direction calculation
Increase data due to IS 139202016
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
PCube Consultants. 

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