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RE: brick veneer support deflection

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The UBC says to use L/600 for total deflection.  The BIA says the lessor of
L/600 or 0.3".  I tend to agree with the BIA unless you can cut the masonry
into smaller panels with properly detailed joints that can accommodate more
movement.  I would recommend that you read the BIA Technical Note 28B.

Harold Sprague

> -----Original Message-----
> From:	David Handy [SMTP:dhandy(--nospam--at)]
> Sent:	Monday, January 24, 2000 6:15 PM
> To:	seaint(--nospam--at)
> Subject:	brick veneer support deflection
> What values do you use for meeting deflection requirements when supporting
> brick veneer at every floor. For example I have a building that use cast
> in
> lintel angle wedge inserts. There is a 3" concrete slab for the floors
> that
> is composite with the joists (HAMBRO). At the perimeter I am planning on a
> steel beam with the slab thickened to 8" to provide enough concrete for
> the
> anchors. This beam supports only a small strip of floor where parallel to
> the joists and supports a 10' trib of floor where perpendicular. The shelf
> angle at the edge of the slab supports about 12' of brick at each floor.
> I have typically used L/720 for the beams using the live load plus half of
> the weight of the brick wall as the means for evaluating the deflection. I
> know that many would use just the live load and maybe even a less strict
> L/???. What do you think?
> David Handy, P.Eng
> Ontario, Canada