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RE: brick veneer support deflection

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David,

Brick Institute of America
Reston, Virginia
http://www.bia.org/

The Technical Notes are available for $75 for a hard copy or on line for
free. 

Regards,
Harold Sprague

> -----Original Message-----
> From:	David Handy [SMTP:dhandy(--nospam--at)trg.ca]
> Sent:	Monday, January 24, 2000 7:29 PM
> To:	seaint(--nospam--at)seaint.org
> Subject:	RE: brick veneer support deflection
> 
> Harold: what is the BIA? I assume Building Inspectors Association?
> I don't have a copy of this. How big is it and could I get a copy of it
> somehow?
> Thanks, David Handy
> 
> 
> At 06:36 PM 1/24/00 -0600, you wrote:
> >David,
> >
> >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.
> >
> >Regards,
> >Harold Sprague
> >
> >> -----Original Message-----
> >> From:	David Handy [SMTP:dhandy(--nospam--at)trg.ca]
> >> Sent:	Monday, January 24, 2000 6:15 PM
> >> To:	seaint(--nospam--at)seaint.org
> >> 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
> >> 
>