sticksandtriangles
Structural
- Apr 7, 2015
- 493
I am looking for some guidance on the design of the following gusset plate connection on an existing hipped, steel framed roof.
It's a pretty complicated little node and steel connection design is definetly not my strong suit.
A plan view of what I am trying to do is shown below:
How should I go about sizing one of these plates? I will pick the lower left plate for example with some samples loads:
Weld Design - Gusset to Wide Flange Web
For the weld design of the gusset to the wide flange web, I went with a simplified approach of sizing up a weld directly in line with the applied load and did some simple 1.392 kip/in * D type weld length sizing was able to feel comfortable with the amount of weld provided in the gusset. See below, purple weld length checked for purple force:
Is this weld design too simplified? Should I be checking some form of eccentric weld group for the resultant force?
Gusset Design
I checked Whitmore section and block shear for each individual force making sure whitemore sections don't overlap, seems like 1/2" 36ksi plate is adequate. Is there some more fancy overall gusset check that I should doing as well (maybe a FEM von mises type check on the gusset?)
Base Metal Check
The existing steel has a tested Fy ~ 34ksi and Fu ~ 60ksi. I did some of the base metal weld checks in chapter J and it seems like the base metal (being the existing wide flange beam) is adequate for the applied loading.
These are the items I have checked so far, are there any other limits states that come to mind that I should be exploring? Thanks!
S&T -
It's a pretty complicated little node and steel connection design is definetly not my strong suit.
A plan view of what I am trying to do is shown below:
How should I go about sizing one of these plates? I will pick the lower left plate for example with some samples loads:
Weld Design - Gusset to Wide Flange Web
For the weld design of the gusset to the wide flange web, I went with a simplified approach of sizing up a weld directly in line with the applied load and did some simple 1.392 kip/in * D type weld length sizing was able to feel comfortable with the amount of weld provided in the gusset. See below, purple weld length checked for purple force:
Is this weld design too simplified? Should I be checking some form of eccentric weld group for the resultant force?
Gusset Design
I checked Whitmore section and block shear for each individual force making sure whitemore sections don't overlap, seems like 1/2" 36ksi plate is adequate. Is there some more fancy overall gusset check that I should doing as well (maybe a FEM von mises type check on the gusset?)
Base Metal Check
The existing steel has a tested Fy ~ 34ksi and Fu ~ 60ksi. I did some of the base metal weld checks in chapter J and it seems like the base metal (being the existing wide flange beam) is adequate for the applied loading.
These are the items I have checked so far, are there any other limits states that come to mind that I should be exploring? Thanks!
S&T -
