Hollow Structural Sections used as a girder
Hollow Structural Sections used as a girder
(OP)
Hello all,
I am currently reviewing connections for a fabricator and have a unique connection that I have never run into before. Although I have some avenues of thought of how to analyze this connection I want to see what others think are the controlling local issues that should be checked/analyzed (I cannot find any literature on my specific type of connection argh!)
I have an HSS rectangular tube that is being used as a girder. This means that I have: (1) several shear tabs going into the side of the HSS tube walls throughout the length of the member and (2) a double angle connection at the end of this girder that will attach to another girder (not HSS). This connection consists of two through bolts that that go through the HSS to connect both angles. The top of the girder at the connection points is also coped meaning there is not top flange at the shear connection. One equation that I must use for certain is Bolt Bearing on HSS for through bolts which can be found in AISC pg 7-13. Besides this however these connections are unique in the sense that the shear force does not go parrallel to the axis.
I would appreciate any input on the matter! Thank you in advance!
I am currently reviewing connections for a fabricator and have a unique connection that I have never run into before. Although I have some avenues of thought of how to analyze this connection I want to see what others think are the controlling local issues that should be checked/analyzed (I cannot find any literature on my specific type of connection argh!)
I have an HSS rectangular tube that is being used as a girder. This means that I have: (1) several shear tabs going into the side of the HSS tube walls throughout the length of the member and (2) a double angle connection at the end of this girder that will attach to another girder (not HSS). This connection consists of two through bolts that that go through the HSS to connect both angles. The top of the girder at the connection points is also coped meaning there is not top flange at the shear connection. One equation that I must use for certain is Bolt Bearing on HSS for through bolts which can be found in AISC pg 7-13. Besides this however these connections are unique in the sense that the shear force does not go parrallel to the axis.
I would appreciate any input on the matter! Thank you in advance!






RE: Hollow Structural Sections used as a girder
RE: Hollow Structural Sections used as a girder
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: Hollow Structural Sections used as a girder
RE: Hollow Structural Sections used as a girder
BA
RE: Hollow Structural Sections used as a girder
www.FerrellEngineering.com
RE: Hollow Structural Sections used as a girder
RE: Hollow Structural Sections used as a girder
www.FerrellEngineering.com
RE: Hollow Structural Sections used as a girder
RE: Hollow Structural Sections used as a girder
www.FerrellEngineering.com
RE: Hollow Structural Sections used as a girder
connectegr,
This is rare! Not that you admit it, but that you were mistaken. You give some of the better connection advice I see in here.
Ron
RE: Hollow Structural Sections used as a girder
BA
RE: Hollow Structural Sections used as a girder
Ron & BA
I appreciate the vote of confidence.
www.FerrellEngineering.com
RE: Hollow Structural Sections used as a girder
RE: Hollow Structural Sections used as a girder
I think you Australians (if I recall) also prohibit through bolts. And I still have hope for you delegating connection design someday.
www.FerrellEngineering.com