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The analysis is usually way too much work to justify the small amount of
construction savings.  I usually just do it the way Ben suggests.
Chuck Utzman
P.S. I haven't had time to check your program yet. You've certainly created a
monster spreadsheet.

Seaintonln(--nospam--at) wrote:

> In a message dated 9/1/1999 10:02:47 AM Pacific Daylight Time,
> Ben.Yousefi(--nospam--at) writes:
> << 1.   Blocking and edge nailing should be provided at the top and bottom
>  of the pier for the entire width of the pier. (along with some straps as
>  collectors) >>
> Ben,
> The design example from the February 1998 '97UBC Wood Seminar by Bill Nelson
> and Doug Thompson had a good clear example of how to design a shearwall with
> openings.
> I don't think that the blocking adjacent to the sill or header need be the
> entire width of the wall, but should be as long as required to collect the
> horizontal reaction at these two member which is calculated in the example.
> Therefore, the development length will vary according to the calculated
> tension.
> I have an example where there is a wall approximately twenty two feet long
> with four openings for windows. The openings are 2'-6" x 4'-0" high with the
> plate heights at 12'. The calculated shears are very low - around 58 plf, but
> I choose to sheath the entire wall.  In this case I might make the blocking
> continuous although the resulting tension would not need to extend past one
> bay of studs.
> There should be a shortcut approach to this as well and possibly it can be
> presented to Bill Nelson as a question for discussion on the panel at the
> SEAOC Convention. The analysis is cumbersome, to say the least. Although, it
> can be simplified by use of a template - excel or Mathcad.
> Dennis