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HECKMANN BUILDING PRODUCTS INC.
1501 N. 31st Avenue
Melrose Park, IL 60160-2911
800-621-4140 and 708-865-2403
FAX: 708-865-2640

Used for attaching brick veneer to an existing concrete wall which contains Standard 1" deep x 1" wide dovetail slot with a 5/8" throat at the face of concrete. (See Heckmann #100 Dovetail Slot sheet for Anchor Slot Specifications).

Standard Sizes: 12 gage dovetail clip attached to a 3/16" diameter wire triangle tie in the following lengths: 3", 4", 5", 7", 9", and 11". Available in Mill Galvanized, Hotdip Galvanized After Fabrication, and Stainless Steel.

Sizes Tested: A 3" (76.2mm) long triangle was tested in a 1" (25.4mm) cavity wall, and a 5" (127mm) long triangle was tested in a 3" (76.2mm) cavity wall.

Test Conditions: 23-5/8" (600mm) wide x 17-5/8" (447.6mm) high walls 3-5/8" (92.07mm) thick were made from ASTM C216 Clay Brick, grade SW, Type FBS. The specimens were three units long x six units high. The Dovetail Triangle Ties were positioned between the third and fourth layers, and at the vertical centerline of the test specimens. The mortar joints were 3/8" (9.525mm) to 1/2" (12.7mm) and the Triangle Tie was embedded into the bed joint 1-1/2" (38.1mm). Type N mortar was used which had a compressive strength of 2,200 psi. A 12" (304.8mm) piece of 26 gage (0.025") dovetail slot was cast into a concrete wall.

Testing was conducted by the Engineering Research Institute Iowa State University.

Test Results	Tension	Compression 1" Cavity	Compression 3" Cavity	Shear
R.E.E.L Loads	327 lbs	509 lbs	282 lbs	138 lbs
deflection	.039" (.9906 mm)	.072" 1.828 mm)	.044" (1.117 mm)	.039" (.9906 mm)
R.E.M. Loads	713 lbs	560 lbs	386 lbs	347 lbs
deflection	.179" (4.546 mm)	.090" (2.286 mm)	.140" (3.556 mm)	.361" (9.169 mm)
PEAK Loads	751 lbs	616 lbs	701 lbs	371 lbs
deflection	.286" (7.264 mm)	.140" (3.556 mm)	.272" (6.908 mm)	.452" (11.48 mm)

R.E.E.L. values indicate the end of the elastic region (initial straight line portion of the graph) and the start of the inelastic region. (R.E.E.L. loads are those recommended to which the appropriate safety factors should be applied for the design values based upon elastic behavior.)

R.E.M. values indicate the load achieved at the end of the ductile (somewhat plastic) region of the load-deflection behavior, beyond which much larger deflections occur. The R.E.M is the load that the researchers felt was the appropriate "interpreted maximum" load. In most cases the peak loads beyond R.E.M were due to highly inelastic behavior, rotations, contact bearing, or exaggerated deflections that one would not want to count as part of the correct specimen peak capacity. (R.E.M. loads are those recommended to which the appropriate safety factors should be applied to arrive at the manufacturer's recommended design value based upon strength or limit states design.)

Peak Load were taken from the graphs prior to a significant decrease in load or at an abrupt failure point.

Tension Test: As the tie was loaded, the dovetail clip attached to the triangle tie bent to a 90o angle. This action was followed by the wire pulling free of the clip plate. During the R.E.E.L loads the elongation of the triangular wire tie occurred. During R.E.M there was a combination of the wire bearing on the bent clip as well as elongation of the wire.

Compression Test: The primary failure mode was a rotation of the clip plate followed by the crimped clip coming to bear on the dovetail slot, with the triangle tie eventually pushing through the crimped clip. During the REEL loads the triangle tie began to bend and there was small rotation of the clip plate. During R.E.M there was a large rotation of the clip plate prior to the connector bearing against the dovetail slot. The 1" (25.4mm) cavity resulted in three of the five connectors pushing through the clip and bearing against the column while in the 3" (76.2mm) cavity three of the five connectors tested rotated and came to bear against the concrete wall.

Shear Test: The failure mode was that of the clip plate slipping on the wire and bearing on the corner of the triangular tie which eventually deformed and pulled out of the mortar joint.