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Fillet Weld for built -up Box Section.
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Jagadish
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PostPosted: Fri Feb 17, 2012 1:34 pm    Post subject: Fillet Weld for built -up Box Section. Reply with quote

Dear all,

For one of the High rise Steel building , I am using the Built-up Box Section as a column. The column is mainly subjected to compression load . Can we use the fillet weld to make the box section. (By extending one side of the plate to accomade fillet weld). The weld will be designed only of the the transverse shear.
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Jagadish
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PostPosted: Wed Feb 22, 2012 12:03 pm    Post subject: Re: Fillet Weld for built -up Box Section. Reply with quote

Can anbody give reference for the below,

jagadish_Rajegowda wrote:
Dear all,

For one of the High rise Steel building , I am using the Built-up Box Section as a column. The column is mainly subjected to compression load . Can we use the fillet weld to make the box section. (By extending one side of the plate to accomade fillet weld). The weld will be designed only of the the transverse shear.
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debayan
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PostPosted: Thu Feb 23, 2012 2:59 am    Post subject: Reply with quote

Hi.

Please reply to the following so that one can have more clarity.

1) What is the size of the box section that you are contemplating?
2) Why are you not using Box sections which are readily available of the mill?
3) What are the compression loads, tension loads, shear and moment about both axis with the column in question?

Regards,
Debayan
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Jagadish
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PostPosted: Thu Feb 23, 2012 4:28 am    Post subject: Fillet Weld for built -up Box Section. Reply with quote

The Box sections are of Size 300x800 / 300x600 and plate thickness is of 30/50. The columns are sujected to the following Loads:

Axial Compression= 450mT
Major Axis Moment = 50T-m
Minor Axis Moment = 20T-m
Shear 1 Fy              = 10T
Shear 2 Fz              = 10T.

The axial load is transferred through the Cap Plate. I think the weld has to be designed only for the moments and the horizontal shear stress.

If anybody has the reference kindly share.

Regards
Jagadish
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bijay sarkar
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PostPosted: Sun Feb 26, 2012 4:31 am    Post subject: Reply with quote

Dear Er Jagadish,

In box column section, it is practically not feasible to stick to fillet weld. There are four plates. Two Flange and two web for one direction.

After aligning the two flanges, one web plate can be fillet welded on both sides of the plate as both sides are reachable.

However, thereafter,  placing the second web plate, the inner side of the second plate can not be fillet welded as that side is not reachable from outside. For this secong plate, edge preparation is done so that single bevelled BUTT WELDING from outside can be done.

In case stiffeners are to be fixed inside the box, it again gets more complicated. We use box columns for small heights (15m to 20m) where all the beams to the column are designed as SHEAR CONNECTED.

That is why normally when column height is too much (40m-50m-60m-70m etc),  we provide STAR TYPE column.

thanking you,

Bijay Sarkar
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Jagadish
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PostPosted: Mon Feb 27, 2012 4:10 am    Post subject: Box Column Fillet Weld Reply with quote

Thank for Your Response  Mr. Bijay Sarkar.

Regards
Jagadish
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Jagadish
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PostPosted: Mon Mar 05, 2012 1:39 pm    Post subject: Fillet Weld for built -up Box Section. Reply with quote

To  Mr. Subramanian,

Dear Sir,

Can you please share your views on the below.

Regards
Jagadish
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anshugoel
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PostPosted: Mon Mar 05, 2012 3:29 pm    Post subject: Re: Fillet Weld for built -up Box Section. Reply with quote

jagadish_Rajegowda wrote:
To  Mr. Subramanian,

Dear Sir,

Can you please share your views on the below.

Regards
Jagadish


Using box section also has problems associated with corrosion, painting and maintenance.

Also for connections - any beam connection will necessarily have to be welded connection, since it would not be possible to bolt anything. Inside of the box would waste space and inaccessible. It does not give any benefit also structurally, as weight to weight - a lighter Wide flange section would do better than a box section.

There are asociated problems with splicing, etc.

That is as far as the box section is concerned.  Now about the fillet weld. Fillet weld carry load primarily be shear - which a column section generally does not experience.
Single groove weld unless bevelled with backing plate would be expensive and not required structurally - but for blocking the gap.
All said and done, boss architect is not going to be happy and sing lot of praises and neither will the client after couple of years.
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pradew
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PostPosted: Sat Mar 28, 2015 3:11 pm    Post subject: Box Girder Flange to web weld Reply with quote

Please anyone can suggest, the forces to be considered for plate built-up box girder flange to web weld design, when the member subjected to axial force predominately and in combination with major and minor axis moment.
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PushkarKokane
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PostPosted: Mon Sep 09, 2019 5:34 am    Post subject: Reply with quote

Dear Sir
     any one have buildup section profile welding design for 300x300x16 section . or which book or code i would search ?
               
                                                       Thank you
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