Horizontal Shear Failure?
Horizontal Shear Failure?
(OP)
To start, I think I've got a solid understand of VQ/I as it relates to horizontal shear in steel beams. I woke up feeling well versed on the subject and spent a couple hours reading some amazing discussions here on this forum.
So here's the question: Has anybody ever witnessed a horizontal shear failure of a steel beam web?
It's easy to imagine a shear failure of the welds connecting a web and flange (typical application for the equation) but let's say that you have a custom built plate girder with sufficient welds connecting the web and flanges and some vertical stiffeners to prevent web buckling,. Max horizontal shear stress occurs at the neutral axis near the ends of the beam. Is there some other failure mode that typically precedes a horizontal web shear failure? Has anybody ever seen this happen?
So here's the question: Has anybody ever witnessed a horizontal shear failure of a steel beam web?
It's easy to imagine a shear failure of the welds connecting a web and flange (typical application for the equation) but let's say that you have a custom built plate girder with sufficient welds connecting the web and flanges and some vertical stiffeners to prevent web buckling,. Max horizontal shear stress occurs at the neutral axis near the ends of the beam. Is there some other failure mode that typically precedes a horizontal web shear failure? Has anybody ever seen this happen?






RE: Horizontal Shear Failure?
RE: Horizontal Shear Failure?
RE: Horizontal Shear Failure?
In wood though, it does sometimes become the main limit state.
RE: Horizontal Shear Failure?
Kind of like I know a guy who knows a guy who has a friend.... but there you go.
RE: Horizontal Shear Failure?
RE: Horizontal Shear Failure?
This is for the same reason that composite studs can be spaced evenly along the length. It's ductile (assuming no web buckling), and there is a half beam length of web to resist the total horizontal shear. Once you get away from the immediate end, the shear is dropping off quickly, thus the horizontal shear is dropping quickly.
Additionally, remember that the vertical shear stress is equal to the horizontal shear stress, so you're probably more likely to fail the section in vertial shear before you ever fail it in horizontal shear.