Stiffener Plate Design Load

[Sheila Rose]

Hi.

Just want to know your opinion regarding the load I should use to deign the weld of stiffener plate to beam connection.

Since the gusset plate is not located at the center of the beam, can I use the 0.5Fhbr to design my weld? or do i need to proportion my load to the dimension in respect to the location of the force?

Thanks in advance.

 

[KootK]

You'll need to proportion the welds so that the stiffener can be in equilibrium. That will mean a higher demand at the upper weld, in excess of 0.5 Fh

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[Sheila Rose]

Thanks.

 

[Sheila Rose]

Hi. Just an additional question.

I got this situation that my stiffener plate fall exactly at the working point (as shown on figure). The weld between the gusset and stiffener plate is not sufficient with the given load. I'm restraint on using until 1/2" fillet weld and PJP is not an option.

I'm looking for possible solution. Is the clouded stiffener can help? I'm not so sure what force to use if I'm going to provide the said stiffener.

 

[KootK]

I don't think that the low stiffer will attract load unless you lower the work point. One solution might be to add a vertical and horizontal stiffener on the other side of the web, mirroring what you've already got. Then you've got twice as much horizontal weld length. I'm not clear on whether or not that creates a lamellar rearing issue across the web. Maybe one of our steel experts can advise on that.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[Sheila Rose]

I agree. Maybe I will move the working point an inch if its still possible.

Thanks a lot.

 

[KootK]

Happy to help. If it's spatially acceptable, I suppose another option would be to shift the upper stiffener above the work point.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[Leftwow]

I am kind of weary to do stiffen up a braced connection, I assume that that it will help the rigidity of the shear plate. However, I'm not sure how stiffness in a braced connection behaves... so I would like to avoid the possibility of moment being transferred to the brace. What moment does to beams when theres axial compression, winds blowing, etc. If you have 6 bolts in shear, that would be what around 70 kips. You would need bearing, to take some of the load off that little plate welded to the web. I think that's the purpose you are trying to achieve here?