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RAP-TIE DESIGN DATA (U.S.)
| Design Parameter |
Design Data (i),(iii)
|
1. Mechanical Free Play (iv)
(with FERO V-Tie™)
|
0.31” (max.) [0.80 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 |
0.019”
[0.47 mm] |
0.02”
[0.50 mm] |
Deflection +
Mechanical Free Play |
0.05” (max) [1.27 mm] |
0.051” (max) [1.30 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]
|
Notes:
| (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] L-Plate; 1” [25 mm] air space; one (1) fastener located in the center hole of the L-Plate; standard FERO VTieTM; and V-TieTM 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”). (termed “Alternative Design of Anchored Masonry Veneer”).
|
| (ii) |
Protected exterior gypsum sheathing consisting of Perma-Barrier (W.R. Grace) adhered to 0.5” (12.7 mm) exterior gypsum board.
|
| (iii) |
These design data reflect both the windward (compression) and leeward (tension) capacities of the Rap-Tie system, with the governing values listed.
|
| (iv) |
The 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 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 ft.2 (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 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. |
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Canadian Patent No. 1,294,457
Canadian Patent No. 1,306,116
U.S. Patent No. 4,869,043
©2000-2009 Fero Corporation
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