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# Re: FW: CMU Site Wall using 2001CBC

• To: <seaint(--nospam--at)seaint.org>
• Subject: Re: FW: CMU Site Wall using 2001CBC
• From: THunt(--nospam--at)absconsulting.com
• Date: Wed, 4 Aug 2004 11:02:23 -0700

Molly,

As your wall gets taller and taller it is subject to more and more seismic force amplification therefore using hx = 0 would not be appropriate.  There are two ways to calculate this:

The more technical way would be to calculate Fp at the top where hx = hr then at the bottom where hx =0 (note that Fp minimum will probably govern) then apply as a trapezoidal loading which could be resolved into rectangular and triangular sections.

The simpler way which is generally acceptable would be to calculate Fp at the top and bottom, add them together, divide by two, and apply at  mid-height.

Thomas Hunt, S.E.
ABS Consulting

"Molly Skinner" <MSkinner(--nospam--at)kpff-irvine.com>

08/04/2004 10:44 AM

 To cc Subject FW: CMU Site Wall using 2001CBC

I am designing a free-standing site wall using the (UBC/CBC) Fp equation
of section 1632.2.  I know the value of ap=1.0 and Cp=3.0 per Table
16-O, but what value of hx should be used?  The code states that hx is
the element of component attachment elevation with respect to grade, so
to me, that means that hx should be 0, and as a result the Fp,min
equation will govern.  I've read the blue book, plus looked at many
(non-building walls).  Is using hx=0 appropriate?  I had a plan checker
tell me that it isn't and should be using hx = hr.  Just curious what
others are doing.

Molly Skinner, P.E.
Irvine, CA

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