Type C.
2.3
JOINT REINFORCEMENT
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NOTE: Since brick masonry is not subject to the
same initial drying shrinkage stresses as concrete
masonry, horizontal joint reinforcement will not
normally be required in brick veneer. However, when
a stacked bond placement pattern is used or when in
locations of high seismic activity, joint
reinforcement will be used. Also, it may be
beneficial to use limited amounts of horizontal
joint reinforcement in the brick veneer to reduce
the tendency of cracking at edges of openings. In
projects with brick veneer only, where joint
reinforcement is not used, this paragraph will be
deleted.
For better long term performance over numerous
temperature and moisture cycles, joint reinforcement
should be used in CMU veneer construction and is
recommended in brick construction.
When used, longitudinal joint reinforcement will
consist of at least one continuous corrosion
resistant deformed wire with a minimum cross
sectional area of 10.97 square mm (0.017 square
inch) placed in the veneer wythe.
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Joint reinforcement shall be of steel wire conforming to ASTM A 82.
Fabrication shall be by welding. Tack welding will not be permitted.
Reinforcement shall be zinc-coated after fabrication in accordance with
ASTM A 153/A 153M, Class B-2. Joint reinforcement shall consist of at
least 1 continuous longitudinal wire in the veneer wythe. Minimum wire
cross section shall be 11 square mm (0.017 square inches) 0.017 square
inches.
2.4
COLD-FORMED STEEL FRAMING
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NOTE: The cold-formed steel framing system will be
designed for transverse loads and to support only
its self-weight and any vertical load from shelf
angles attached to the system. These systems will
not be designed as load-bearing walls. When shelf
angles are attached to cold-formed steel framing,
gaps must be provided on each end of the shelf angle
to allow for thermal movements.
The design of the cold-formed steel stud framing
system will be completed by a Professional Engineer.
The framing system will be designed in accordance
with AISI SG-971-Spec specification, without
exceeding a deflection of 1/600 times the vertical
stud span and allowable stresses. The completed
design should result in bending stiffnesses and
deflections at openings which are compatible with
SECTION 04810
Page 12
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