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# RE: re/ Fp Values

• To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
• Subject: RE: re/ Fp Values
• From: "Cain, William" <bcain(--nospam--at)ebmud.com>
• Date: Thu, 16 Sep 1999 11:42:03 -0700

```Bill-

Just curious.  How did he want you to do the "opening" analysis?  Or did he
know what he wanted?

Bill Cain, SE
Oakland, CA

-----Original Message-----
From:	Bill Allen [SMTP:Bill(--nospam--at)AllenDesigns.com]
Sent:	Thursday, September 16, 1999 10:52 AM
To:	seaint(--nospam--at)seaint.org
Subject:	RE: re/ Fp Values
<snip>

Getting a little ahead of myself, I recently got into an argument
with a
plan checker with regards to the design and detailing of openings in
shear
walls (see Fig 23-II-1). After twenty something years of structural
engineering, I thought I knew how to do this. Not according to the
plan
checker. For the horizontal check/connection, I calculated the drag
force
based on the shear above the opening and the shear below the
opening. I
provided blocking and strapping to accommodate this drag force. For
the
vertical component (continuous framing member-king stud), I
calculated the
axial force by multiplying the shear force in the pier by the pier
height
and dividing by the pier width. This is like: T=C=M/d. I divided
this force
by the distance from the top of the pier to the top plate to give a
distance
in which this "chord force" could be transferred into the panel
above the
pier. I then provided boundary nailing that would transfer this
force. As
shocking as this may seem, the plan checker did not think that this
was an
adequate "Design for force transfer ... based on a rational
analysis" (see
2315.1, 5th paragraph). Sheesh. At this point in my career, I no
longer am
interested in getting into a debate with the plan checker. I just
want to
finish the job and move on to the next one. It would have been nice
to have
an example (such as one that may be included in an upcoming design
manual???) to reference.

<snip>

Bill Allen, S.E.
ALLEN DESIGNS
Laguna Niguel, CA

```