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Fw: Lateral Deflection of Masonry Wall Building

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Bill,
AISC has a booklet in their design guide series that deals with lateral drift in low rise metal buildings. They reason that with properly detailed masonry connections H/150 for 10 year wind is acceptable. I use the proper detailing (ref NCMA TEK Note on cmu infills with MBS) with  h/150 for 50 year wind. You do however have to give consideration to how interior brittle finishes react to the deflection. HTH
 
Rand W. Holtham, P.E.
Sigma Engineers, Inc.
Beaumont, Texas

From: "Sherman, William" <
ShermanWC(--nospam--at)cdm.com>
To: "
'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
Subject: RE: Lateral Deflection of Masonry Wall Building

I'm developing specifications for a pre-engineered building which will
include some masonry veneer walls. I'm currently planning on specifying a
drift limit of H/200 under full design wind load (at service load levels).
This is somewhat of a compromise vs tighter drift limits and design at lower
wind recurrence levels. I prefer to design at full wind load, so I decided
to use a "moderate" drift limit. (I don't want to expect repairs for winds
in excess of 10-year winds.) In my opinion, H/100 at 10-year wind speeds is
not stringent enough. I've heard that drift limits of H/200 are not that
uncommon (Ref NCMA TEK 5-5A).

William C. Sherman, PE
(Bill Sherman)
CDM, Denver, CO
Phone: 303-298-1311
Fax: 303-293-8236
email:
shermanwc(--nospam--at)cdm.com