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

Re: Wood Shearwall Deflection Calcs

[Subject Prev][Subject Next][Thread Prev][Thread Next]
I also have a question:  How is shear wall deflection affected if the
contractor fails to nail the plywood sheathing to a hold-down stud?

Yes, you're right, this is a cynical question, but it is based on my
experience (corrected, of course).  What bothers me are the situations where
I may not have caught such errors or where the owner chose to avoid the
"unnecessary" expense of engineering observation visits during construction.

Ralph Hueston Kratz, S.E.
Richmond CA USA

In a message dated 1/3/02 10:37:12 AM, gmadden(--nospam--at) writes:

<< Question,

I am writing a spreadsheet to calculate drift for a wood shearwall. I have a

question regarding the Tie-Down Elongation for premanufactured hardware. The

Seismic Design Manual Volume ii, page 47, footnote 3 explains how to

calculate it. The question I have is regarding straps. My Simpson catalog

doesn't give the elongation value for straps, only for obvious hold-downs

like HD's & PHD's. Yet the example in the SDM shows values for .05 and .03

for walls 3 & 5 in the table respectively.

How are they getting that value? Are the just doing Delta = PL/AE or is it

something else.?



Gerard Madden, PE

Design Group Manager

Duquette Engineering

10 South Third Street

San Jose, CA 95113

T: 408.494.0944 - ext 102

F: 408.494.0940

E: gmadden(--nospam--at)

w: >>

******* ****** ******* ******** ******* ******* ******* ***
*   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:
******* ****** ****** ****** ******* ****** ****** ********