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# RE: Shear Wall Design

• To: <seaint(--nospam--at)seaint.org>
• Subject: RE: Shear Wall Design
• From: "Joseph M. Otto, P.E." <jmo_engineering(--nospam--at)email.msn.com>
• Date: Tue, 16 Nov 1999 18:13:07 -0800

```Yes, the loads from 30-15 can be divided by 1.4 to get the allowable lateral
loads on the structure.  These loads can be used to check the shear in the
diaphragm in the direction of the load.  However, keep in mind that the
masonry walls need to be attached into the diaphragm for out of plane loads.
You will likely end up with subdiaphragms and cross-ties which will effect
the diaphragm nailing.

Joseph M. Otto, P.E.
Ireland Engineering

-----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

```