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RE: Is it just me?[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Is it just me?
- From: "Jason Christensen" <jason(--nospam--at)wcaeng.com>
- Date: Mon, 12 Jan 2009 10:56:36 -0700
I talked to a local Simpson rep. some time ago and he said one of the reasons for the footnote on post design for holdowns is for the post when it is in on compression end of the shear wall, in other words the holdown and post may work for the tension side but not the compression side.
But that ICC report is only on the hold down, not on the posts. The catalog clearly states as Thor pointed out that a footnote reads "post design by specifier" or "Post design shall be by Designer."
On the few calculations I've done so far, a 4x post works for most cases using the gross section of the post. Of course, I have more calculations to do.
Quick, what do you think about a HD10A attached to a single 2x stud? That configuration has a capacity in the 2008 catalog of nearly 4,000 pounds! Seriously.
T. William (Bill) Allen, S.E.
Consulting Structural Engineers
If you do this calc regularly, for most two story
structures, you are looking at parallam hold-down posts to get this to work...
get ready for a pissed off client when the contractor starts blaming us for the
price of those. I based my calc on an example I found in the Zone Four catalog,
but I have backed off of this since the simpson hold-downs have ICC reports in
On Fri, Jan 9, 2009 at 4:41 PM, Haan, Scott M POA <Scott.M.Haan(--nospam--at)usace.army.mil> wrote:
There was an article about this is
"Structure" magazine or "Structural
When specifying a Simpson PHD hold down, one of the
footnotes reads "Post
ALLEN DESIGNS <http://www.AllenDesigns.com>
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