Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

Rigid Wood Diaphragm?

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Yesterday, I saw something that really shocked me.

Either I saw a serious design problem, or I'm a dinosaur and I'm losing
touch with reality.

I design a few projects that are wood framed hotels. They are three and
four story boxes, basically. Visualize a rectangular building with a
room, corridor and room forming the transverse section. In the
longitudinal direction, there are substantial shear walls in the
corridor and just a few between the windows on the exterior walls. The
floor diaphragms are wood sheathing with 1-1/2" lightweight concrete.
The roof diaphragm is wood sheathing. My challenge has always been shear
walls on the exterior walls, but specifically the hold downs. I can't
use a perforated shear wall (or a wall frame) because there is an AC
unit under the window and the top of the window is very near the top of
framing (16" or so). By the time the uplift forces accumulate all the
way down, you can imagine what kind of uplift forces I have at the
foundation for a 3 or 4 story structure in seismic zone 3 or 4,
especially with near source effects.

When doing a preliminary review of an upcoming project with the owner's
rep (the contractor - with whom I have a very good relationship), he
pulls out a set of drawings for another job (in seismic zone 3) that
made my jaw drop. The only shear walls (and thus hold downs) shown on
the drawings in the longitudinal direction are on the corridor walls.
There are no shear walls on the exterior and, in fact, the ac units have
been moved out from below the windows and right in the middle of where
the shear walls would be (in between the windows).

The only thing I can think of that the design engineer did was consider
the diaphragm rigid and cantilevering off the corridor walls. Now, I
know the corridor walls will pick up more than just the tributary load
from a flexible diaphragm analysis, but I can't believe that, in a wood
framed structure, NO load would go to the exterior walls.

Does anyone else do this?

Should I check my meds?


T. William (Bill) Allen, S.E. (CA #2607)
V/F (949) 248-8588
San Juan Capistrano, CA

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at:
*   This email was sent to you via Structural Engineers 
*   Association of Southern California (SEAOSC) server. To 
*   subscribe (no fee) or UnSubscribe, please go to:
*   Questions to seaint-ad(--nospam--at) Remember, any email you 
*   send to the list is public domain and may be re-posted 
*   without your permission. Make sure you visit our web 
*   site at: 
******* ****** ****** ****** ******* ****** ****** ********