Stiffener Plate Design Load
Stiffener Plate Design Load
(OP)
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.
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.






RE: Stiffener Plate Design Load
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.
RE: Stiffener Plate Design Load
RE: Stiffener Plate Design Load
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.
RE: Stiffener Plate Design Load
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.
RE: Stiffener Plate Design Load
Thanks a lot.
RE: Stiffener Plate Design Load
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.
RE: Stiffener Plate Design Load