Built Up section Weld size

[karthik_m]

[URL unfurl="true"]https://res.cloudinary.com/engineering-com/image/upload/v1596813022/tips/Built_Up_section_weld_size_oogrto.pdf[/url]

Please see attached sketch, How to size the weld between the added 1 ¼” plates and the standard wide flange section? Thanks!

 

[MotorCity]

Depends on the load. Fillet weld, PJP, or CJP would work. Preheat maybe needed

 

[KootK]

The usual technique is is to size the welds for longitudinal shear flow with VQ/It for basic flexure etc. It can get more complicated if you're looking at significant torsion or axial loads however. Can you tell us a bit more about the situation in which this member will be use and the loads that it will experience?

 

[karthik_m]

Apologies, I was not clear, it's a part of a lateral system BRB . The section is used for a lateral column. It would have significant axial load,around 12-16000 kips, its a 27story building. Please let me know the exact procedure ? Any example calculation would be of great help too. Thank you.

 

[dik]

Axial load is the easy part... it's the shear on the section the determines the weld... KootK summed it up... it's the tau = V*A'ybar/Ib calculation.

Dik

 

[r13]

Is this a tension only member? If so, I will proportion the tension to be carried by the side plates, and design the weld for it.

 

[KootK]

Please let me know the exact procedure ? Any example calculation would be of great help too.

You wish. You'll likely have to think it through from first principles.

If axial load predominates, then you'll need to consider how that is delivered in your column and how quickly you need to get it into the cross section. It may be the case that you wind up having heavy, continuous welds near your braced connections and then lighter, possibly intermittent welding between those locations. Whatever you do, check that it complies with the high seismic detailing requirements that may influence your design.

 

[dhengr]

Karthik_m:
Within the last year or so, there was a long and detailed thread on this vary subject and condition, on the Structural forum here on E-Tips. Search for it. The way your side pls. are attached is treated differently than if you applied t&b flange cover pls. which is what we usually see.

 

[JLNJ]

If you have 16,000 kips, you need to hire an engineer who knows what he’s doing and has experience in this type of connection.