Detail Advice
Detail Advice
(OP)
I have kind of weird situation where there is a 2 story building with a composite steel floor system with wood shear walls at the perimeter. The wood walls around the perimeter are not load bearing, and some are designated as shear walls and some are so perforated with openings that they are just there to frame the windows and doors. But they will need a similar connection without the necessary shear transfer.
I got stuck half way through this detail today. I need to allow the steel beam to deflect vertically without loading the studs or the plywood that is below. At the same time, I need to transfer the shear from the upper shear wall (roof to second floor) through the floor beam, and into the lower shear wall.
I really don't like the detail I started because of the cost. There is an angle that is welded to the bottom of the WF beam supported the studs out of plane and allowing the floor to deflect independently of the shear wall studs and sheathing below. But this is very expensive. Any suggestions on a better way to make it work? I couldn't find a Simpson connector that would allow for the deflection. (see attached file)
I got stuck half way through this detail today. I need to allow the steel beam to deflect vertically without loading the studs or the plywood that is below. At the same time, I need to transfer the shear from the upper shear wall (roof to second floor) through the floor beam, and into the lower shear wall.
I really don't like the detail I started because of the cost. There is an angle that is welded to the bottom of the WF beam supported the studs out of plane and allowing the floor to deflect independently of the shear wall studs and sheathing below. But this is very expensive. Any suggestions on a better way to make it work? I couldn't find a Simpson connector that would allow for the deflection. (see attached file)





RE: Detail Advice
Mike McCann
McCann Engineering
RE: Detail Advice
Mike McCann
McCann Engineering
RE: Detail Advice
thanks
RE: Detail Advice
RE: Detail Advice
However, you might want to consider using a 3X or 4X top plate in the shear wall to avoid splitting when installing the lags. You also need to specify the length of the lags and call for predrilling.
Mike McCann
McCann Engineering
RE: Detail Advice
RE: Detail Advice
BTW
This uploading files feature is really nice.
RE: Detail Advice
I intended a 3x as you can see the difference in scale between the top plate and the bottom plate at the second floor, I have it labeled incorrectly. Or maybe I will use multiple plates per JAE.
Will note pre-drilling also.
RE: Detail Advice
Mike McCann
McCann Engineering
RE: Detail Advice
Also, I would consider L/1000 for the masonry.
Good luck.
Mike McCann
McCann Engineering
RE: Detail Advice
RE: Detail Advice
There will be some eccentricity with the angle on the "inside" of the top plate and the plywood on the outside. Is that an issue?
I realize the question is about the bottom angle (and you said it's early in the process) but...
Since this is a shearwall, is there no opportunity to place a column somewhere to cut down on the deflection of the 48 ft. span?
The 3/8 thick shelf angle (on top of steel beam) is only supported by a 1/4 inch bent plate.
Are there uclosure/building envelope issues with that portion of the brick immediately in front of the steel? It seems that is not vaper barrier etc. until you get down to the studs.
RE: Detail Advice