To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
Subject: RE: brick veneer support deflection
From: William Keil <WJK(--nospam--at)brph.com>
Date: Tue, 25 Jan 2000 07:24:29 -0500
L/500 was a standard I used in New York City.
William J. Keil, P.E.
From: David Handy [mailto:dhandy(--nospam--at)trg.ca]
Sent: Monday, January 24, 2000 7:15 PM
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