jbjones2001
Structural
- Sep 19, 2002
- 14
We have an ongoing debate in our office about the best way to approach steel spandrels with brick relieving angles.
In most cases we use a bent plate pour stop with either angle struts or plate struts to the bottom flange of the spandrel. The struts reduce the torsion "drastically". In all cases we require the relieving angle to be field welded in place (to the pour stop) after the dead load (concrete) is on the structure. The real debate is whether the bent plate pour stop is field or shop welded in place. If the plate is shop welded, then erection and fabrication tolerances become a huge issue with regard to the horizontal leg of the relieving angle. You run the risk of the angle sticking out of the brick or maybe worse inadequate bearing width for the brick.
We have been addressing this by using strut plates (triangular full depth stiffeners) shop welded, and field welding the bent plate pour stops.
Does anybody have any better way to address the erection and fabrication tolerances with this issue?
Is there a better detail or design approach to use for this condition?
Do most people use some type of strut to resist the torsion? Or do you design for the total torsion and provide torsional connections at the spandrel ends?
In most cases we use a bent plate pour stop with either angle struts or plate struts to the bottom flange of the spandrel. The struts reduce the torsion "drastically". In all cases we require the relieving angle to be field welded in place (to the pour stop) after the dead load (concrete) is on the structure. The real debate is whether the bent plate pour stop is field or shop welded in place. If the plate is shop welded, then erection and fabrication tolerances become a huge issue with regard to the horizontal leg of the relieving angle. You run the risk of the angle sticking out of the brick or maybe worse inadequate bearing width for the brick.
We have been addressing this by using strut plates (triangular full depth stiffeners) shop welded, and field welding the bent plate pour stops.
Does anybody have any better way to address the erection and fabrication tolerances with this issue?
Is there a better detail or design approach to use for this condition?
Do most people use some type of strut to resist the torsion? Or do you design for the total torsion and provide torsional connections at the spandrel ends?
