RE: Anchoring roof diaphargm to concrete wall

• To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
• Subject: RE: Anchoring roof diaphargm to concrete wall
• From: Michael Bryson <MBryson(--nospam--at)mhpse.com>
• Date: Tue, 14 Aug 2001 17:54:16 -0700
```This is conservative for the anchorage at the roof or a one story building,
but could be unconservative for any floors between the ground floor and the
roof.

> That is for designing the panel itself, not the
> anchorages of the panel. Use the height of the
> anchorage relative to the roof in the formula for
> the anchorage. Wen designing the wall panel for out
> of plane loads, use the average value.
>
> -gerard
> SF< CA
>
> >>> MBryson(--nospam--at)mhpse.com 08/14/01 03:19PM >>>
> I would probably use a Simpson HD anchor mounted on
>
> Incidentally, the 420plf is a factored load.
>
> Now since a one story concrete wall is attached at
> two points, the ground
> and the roof, and you have different anchorage
> forces at each level, can you
> design the roof anchorage for the average of the
> forces? The blue book says
> you can design the wall panel for the average.
>
> -----Original Message-----
> From: J. K. [mailto:structure_r_us(--nospam--at)yahoo.com]
> Sent: Tuesday, August 14, 2001 12:01 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Anchoring roof diaphargm to concrete wall
>
>
> When sloping roof rafters sit on top of concrete
> walls, what kind of hardware would be suitable to
> tie
> the wall to the roof diaphragm? Per UBC the force is
> at least 420plf*4'=1680 lb when ties are at 4'-0"
> o.c.
> At floors, I am going to specify one of the Simpson
> LTT ties, which does not seem to be appropriate for
> the roof condition.
>
> Thank you for your suggestion.
>
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