ash060
Structural
- Nov 16, 2006
- 473
I have an existing concrete beam, and it is over stressed in shear, but not moment for the new load.
I have a very limited depth, so I was going to attach to the bottom of the beam with a WT and say that the shear would all be carried by the WT.
Is this acceptable? I was going to try to make the section composite, but the shear flow I get is way to high for any kind of post-installed anchors.
I cannot connect to the sides of the existing beam because there are cast-in-place joists framing into it.
If I assume that the beams act separately than the load would all go to the concrete beam and it would not work. I was thinking about it from a limit state approach. i have more shear strength (using the two sections) than applied so it is ok.
I have a very limited depth, so I was going to attach to the bottom of the beam with a WT and say that the shear would all be carried by the WT.
Is this acceptable? I was going to try to make the section composite, but the shear flow I get is way to high for any kind of post-installed anchors.
I cannot connect to the sides of the existing beam because there are cast-in-place joists framing into it.
If I assume that the beams act separately than the load would all go to the concrete beam and it would not work. I was thinking about it from a limit state approach. i have more shear strength (using the two sections) than applied so it is ok.