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# RE: Foundation A.B. Capacity

• To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
• Subject: RE: Foundation A.B. Capacity
• From: Al Grathwol <AGrathwol(--nospam--at)BoyleEngineering.com>
• Date: Wed, 21 Jul 1999 11:44:20 -0400

```First, check to verify that there is enough concrete dead weight in the 8"
wall to resist a 15k uplift at a 1.5 factor of safety.  That's a lot of 8"
wall!

Al

> -----Original Message-----
> From: Jake Watson [mailto:jwatson(--nospam--at)inconnect.com]
> Sent: Tuesday, July 20, 1999 5:25 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Foundation A.B. Capacity
>
>
> I am trying to find the capacity of an anchor bolt in a residential
> foundation wall.  The case has a large uplift do to a
> "Simpson" holdown
> foundation wall with
> a simpson HD15 anchor that requires a 1.25" dia anchor bolt.  Simpson
> doesn't make a corresponding SSTB.  I tried to design an anchor bolt
> using the provisions of ch19, div III but am very confused.  According
> to the provisions, I first calculate the projected area area
> at the top
> of the wall (Ap) then reduce according to edge distance.  The
> reduction
> amounts to edge distance divided by embedment length.  I have
> two close
> edges (4") so I squared the reduction.  After doing all this,
> the UBC is
> trying to tell me that a 30" long A.B. is weaker than a 12" long A.B.
> If someone could clarify these provisions, I would be very grateful.
>
> P.S. Here's the fun part, if I design it at as a rebar, then
> I have more
> than 10x the capacity of an A.B.
>
> Suggestions?
>