| Design
Parameter |
Design Data (i),(iii)
|
1. Mechanical Free Play (iv)
|
0.41” (max.) [1.04 mm]
|
| 2. Serviceability at 0.45 kN [100 lbs] (iv) |
Tie Mounted Directly to Steel Stud
|
Tie Mounted on Surface of Protected Exterior Gypsum Sheathing
over Steel Stud (ii)
|
| Deflection |
0.025”
[0.63 mm] |
0.026”
[0.66 mm] |
Deflection +
Mechanical Free Play |
0.066” (max) [1.67 mm] |
0.067” (max) [1.7 mm] |
| 3. Nominal Strength (v),(vi),(vii),(ix),(x) |
452 lb
[2.01 kN] |
| 4. Recommended
Design Load (v),(vi),(vii),(ix),(x) |
200 lb [0.89 kN]
|
| 5. Maximum Recommended
Spacing (viii) |
Horiz.
32” [813
mm]
|
Vert.
18” [457
mm]
|
| (i) |
These design data are based on connector
testing in accordance with CSA A370-04, Connectors for
Masonry, with no surcharge and with test samples having
the following configuration: 5” [127 mm] cavity;
4” [102 mm] Slotted Heavy Duty L-Plate; 1” [25
mm] air space; one (1) fastener located in the center
hole of the L-Plate; standard FERO V-Tie™; and
V-Tie™ engaged into L-Plate at position of maximum
vertical adjustment. The test method for ties in CSA
A370-04 is comparable to that of ASTM E754, Test Method
for Pullout Resistance of Ties and Anchors Embedded in
Masonry Mortar Joints, and provides similar and more
conservative results. Smaller cavity widths and/or the
addition of insulations providing lateral support to
the tie L-Plate will increase the nominal strength of
the tie and reduce tie deflection. Prescriptive requirements
for anchored masonry veneer under ACI 530.1/ASCE 6/TMS
602 limit the cavity to a maximum width of 4-1/2” (114
mm) unless the veneer is alternatively designed using
a rational, engineered design method (termed “Alternative
Design of Anchored Masonry Veneer”).
|
| (ii) |
Protected exterior gypsum sheathing consisting of Perma-Barrier
(W.R. Grace) adhered to 12.7 mm (0.5”) exterior
gypsum board.
|
| (iii) |
These design data reflect both the windward (compression)
and leeward (tension) capacities of the Slotted Heavy
Duty Rap-Tie system, with the governing values listed.
|
| (iv) |
The Slotted Heavy Duty Rap-Tie L-Plate with V-Tie™ satisfies
the 1/16” (1.6 mm) maximum permissible clearance
between connecting parts required by ACI 530.1/ASCE 6/TMS
602. Tabled mechanical free play is for stainless steel
components. The mechanical free play for hot-dip galvanized
components is less.
|
| (v) |
The nominal strength of the Slotted Heavy Duty Rap-Tie
is determined by test and is reported as the average
ultimate strength of the tie samples. In accordance with
ACI 530.1/ASCE 6/TMS 602, using Strength Design, a suitable
strength-reduction factor must be applied to the nominal
strength to determine the tie design strength. Similarly,
under Allowable Stress Design, an appropriate safety
factor must be applied to determine an allowable load
value. The tabled “Recommended Design Load” reflects
a safety factor of 2.25 (that is, 75% of 3.0). [See also
Note (vii) when assigning a strength-reduction factor
to the nominal strength].
|
| (vi) |
The stated nominal strength and recommended design
load do not consider fastener capacity. A compatible
fastener (or fasteners) having an adequate strength must
be selected (by design in accordance with ACI 530.1/ASCE
6/TMS 602).
|
| (vii) |
The nominal strength (and corresponding recommended
design load) of the mortar pull-out or push-through for
the V-Tie™ embedded at the centerline of 3.5” (90
mm) brick veneer utilizing Type M, S or N mortar exceeds
or equals the tabled nominal strength (and recommended
design load). Failure by pull-out/push-through of the
mortar joint does not govern.
|
| (viii) |
Maximum recommended tie spacings are the maximum spacings
permitted by ACI 530.1/ASCE 6/TMS 602 using prescriptive
requirements for anchored masonry veneer. The prescriptive
requirements in ACI 530.1/ASCE 6/TMS 602 further limit
a tie tributary area to not more than 2.67 ft2 (0.25
m2) wall area [with reduced areas for high Seismic Design
Categories and in areas of high winds] unless the veneer
is alternatively designed using a rational, engineered
method (termed “Alternative Design of Anchored
Masonry Veneer”). Where an Alternative Design is
used, the required tie spacing may be calculated such
that the design strength of the tie equals or exceeds
the required strength. See ACI 530.1/ASCE 6/TMS 602 for
the design of masonry veneer systems.
|
| (ix) |
The Slotted Heavy Duty Rap-Tie L-Plate with V-Tie™ satisfies
ACI 530.1/ASCE 6/TMS 602 requirements for minimum wire
size of W1.7 (MW11) and for ends bent to form a minimum
2 in (50.8 mm) extension.
|
| (x) |
ACI 530.1/ASCE 6/TMS 602 requires joint reinforcement
in masonry veneer in high Seismic Design Categories to
be mechanically attached to the masonry tie.
|
