CAST-IN-PLACE CONCRETE] for concrete walls and UFGS
04200 MASONRY for masonry walls should be used.
However, dovetail anchors that are attached to
concrete members such as beams, columns, and floor
slabs which, along with the cold-formed steel
framing system, provide lateral support for the
masonry veneer, are covered by this guidance.
This paragraph should be edited to reflect the
design option selected. The Structural Engineer
should calculate the design tension and compression
load capacity required for the anchors to resist
wind and seismic design loads transferred from the
masonry veneer, based on ASCE 7 or TI 809-04,
Seismic Design For Buildings. If the design is left
to the Contractor, the required inward and outward
loadings should be put on the drawings.
The wire should lie near the center of the veneer
wythe. The minimum cover shall be 32 mm (1-1/4
inch) from each face of the veneer.
The designer should calculate the required anchor
capacity or use the 900 newtons (200 pounds) as the
limit for standard anchors.
If special anchors that are not covered by this
paragraph are needed by design, they will be
specified to meet the necessary requirements. In no
case will corrugated steel sheet ties, wire mesh
ties or wire ties with drips be used.
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Anchor assemblies for the attachment of the masonry veneer to the
cold-formed steel framing, structural steel and/or concrete beam and column
members, and concrete floor slabs [shall be as shown.] [shall be designed
for the design loadings shown. Anchors shall transfer the design loadings
from the masonry veneer to the cold-formed steel framing system or other
support without exceeding the allowable stresses and deflections in the
anchors.] Length of anchor wires shall be such that the outermost wires
lie between 32 mm 1-1/4 inch from each face of the masonry veneer. Anchors
wires shall not have drips. Wires for veneer anchors shall be rectangular
or triangular hoops formed from 5 mm 3/16 inch diameter steel wire
conforming to ASTM A 82. Anchor assemblies including wires and anchor
plates shall be hot-dip galvanized conforming to ASTM A 153/A 153M, Class
B-2. The veneer anchor shall have a minimum capacity of [900] [_____]
newtons. [200] [_____] pounds. The load-displacement capacity of each
veneer anchor, both in direct pull-out for tension and compression, shall
be not less than 350 kilo newtons per meter (2000 pounds per inch) 2000
pounds per inch (or a deflection of 2.85 mm per kilo newton (0.05 inches
per 100 pounds) 0.05 inches per 100 pounds of load in tension or
compression). In the direction perpendicular to the masonry veneer, the
anchor assembly shall have a maximum play of 1.6 mm. 1/16 inch.
2.9.1
Adjustable Pintle-Eye Type Wire Anchors
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NOTE: On projects located in areas of high seismic
activity and/or where the design basic wind speed is
SECTION 04810
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