Perforated shear wall at garage
Perforated shear wall at garage
(OP)
Every once in a while I have a residential project where the front of the garage could be analyzed as a perforated shear wall. i.e. The walls at the side of the garage door meet the height-to-width ratios and the Co number doesn't get too low so the shear wall nailing and sill plate uplift is reasonable. I have always chickened out in the end and used the segmented shear walls. Has anyone else ever designed the front of a garage as a perforated shear wall on a residential project before?





RE: Perforated shear wall at garage
We have not used perforated design for garages because the opening doesn't have sheathing above and below the opening, and according to the ANSI SDPWS-2008 perforated shear walls need sheathing above and below the opening - at least that is how I interpret it.
Force transfer around openings might be able to be used at a garage, but typically we either use shear walls or shear panels at the garage.
I work in California in a Seismic area, so using shear panels is not uncommon at the garages we engineer.
RE: Perforated shear wall at garage
You can do perforated shear walls with a doorway in the middle. See Table 4.3.3.5 in the SDPWS-2008. The table shows shear reduction values for opening up to the full wall height. However, the problem with large openings we usually run into is high sill plate anchorage forces, that begin to force you back to a segmented approach or the force transfer method. The shear panels on each side of the garage is not uncommon here either. Just for fun I check to see if it would even work as a perforated shear wall. Once in a while it does, although as I stated before, even when the numbers work I have still used the segmented approach.
RE: Perforated shear wall at garage
RE: Perforated shear wall at garage
I was wondering about using the perforated wall to eliminate hold downs. The narrow APA wall or the simpson strong wall would require the same amount of hold downs. I am in seismic design category D here, I am under the impression that the narrow APA wall is only for seismic design categories A, B and C, so we don't use that much.
RE: Perforated shear wall at garage
RE: Perforated shear wall at garage
RE: Perforated shear wall at garage
Its kind of hard for me to swallow looking at the front of a garage with only two hold downs instead of 4. Just looks weird. Maybe I'm a little too paranoid, I don't know. The numbers work, just wanted to see if anyone has used it before to try and make myself more comfortable with it if I can use it in the future.
MiketheEngineer,
Yes, I would probably need at least two hold downs unless I had quite a bit of gravity load to resist the overturning, which in my experience would be rare. We can get into to "C" once in a while, but most times we are in "D". There are plenty of times I would love to use the APA narrow wall, but just cant'.
RE: Perforated shear wall at garage
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com
RE: Perforated shear wall at garage
So you would be strapping the garage header to the wall to make it a fixed connection at the top of the wall? Then you are looking at the front of the garage and providing hold downs for the whole panel overturning?
RE: Perforated shear wall at garage
The proper connection of the beam to the shear wall(s)allows you to use smaller holddowns at the extremeties of the beam at the foundation.
Mike McCann
MMC Engineering
http://mmcengineering.tripod.com