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RE: Shear Wall Design

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If this is an unreinforced masonry building, I strongly suggest you follow
the Uniform Code for Building Conservation (ICBO) Appendix Chapter 1 which
is a less stringent methodology for hazard mitigation. It is very similar to
the City of Los Angeles RGA where it was originally developed.
The difference between the two codes is a section called Special Procedure
that allows you to design by the weakest link.
Please refer to this document and get back to us if you have any specific
issues to discuss.

Regards,
Dennis

-----Original Message-----
From: BDWOLF123(--nospam--at)aol.com [mailto:BDWOLF123(--nospam--at)aol.com]
Sent: Tuesday, November 16, 1999 4:59 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: Shear Wall Design


Thankyou Dennis and Mark for your replies to my shearwall inquiries,

Now perhaps you are someone else can help with this one.

I am currently involved in an earthquake retrofit of an old masonry
building.
I have computed the design base shear using the static force procedure sec.
1630.2, and I have distributed the
forces according to 1630.5 eq. 30-15.  We have decided to use 5/8" plywood
sheathing to compliment the old sheathing.  Now I am computing diaphragm
shear stresses so that I can specify the nailing schedules.  Since I am
dealing with wood diaphragms I have chosen to use allowable stress design.
My
 question is: In section 1612.3, the load combinations specified have the
earthquake force E, divided by 1.4 (12-9, 12-10).  Does this mean that I can
take my computed force at the diaphragm level in question (from 30-15), and
divide it by 1.4 in order to compute my shear stress distributions for the
diaphragm?

Andrew
Arnold Engineering