Masonry Magazine April 1976 Page. 12
4.3 Thickness of Panels
The actual thickness of the panels shall be as required by the structural design and/or fire ratings for the type of construction and occupancy as required by the local building code.
5. WORKMANSHIP
5.1 General. For facing panels, the workmanship and appearance shall be equal to or better than that of the sample submitted for approval. The method of fabrication shall be such as to prevent the misalignment or "cocking" of individual units and the joints shall be even and properly aligned with adjacent panels. If the method of fabrication results in grout or mortar staining of the face of the panel, such stains shall be removed by proper methods before the panel is delivered to the job site, and it shall be protected from further staining during storage, shipment and erection.
5.2 Dimensional Tolerances. Based on actual dimensions, a prefabricated brick masonry wall panel shall not vary from the specified dimensions by more than the following:
10 ft or under-plus or minus % in.
10 ft to 20 ft-plus % in. or minus e in.
20 ft to 30 ft-plus % in. or minus 4 in.
For each additional 10 ft-plus or minus e in.
The maximum permissible variation from the specified thickness of prefabricated brick masonry panels shall be not greater than minus % in. or plus 4 in. Prefabricated brick masonry panels shall have a maximum out-of-square (difference in length of the two diagonal face measurements) differential of not greater than % in. per 6 ft or an absolute maximum of 4 in.
5.3 Warpage. The faces of the panels shall not be out of plane more than ½ in. for each 6 ft of either height or width.
5.4 Location of Inserts and Fittings. The location of anchors, inserts, lifting and connection devices shall not vary from center line location shown on the plans and/or shop drawings by more than % in.
6. QUALITY CONTROL
6.1 Preparation of Materials
6.1.1 Brick. When required, the initial rate of absorption (suction) of the brick shall be adjusted by wetting the units prior to pouring grout or spreading mortar to prevent premature stiffening of the grout or mortar due to the rapid loss of mixing water to the units.
Note: The rapid loss of the mixing water to highly absorptive units prevents the complete hydra- tion of the cement and the development of good bond.
6.1.2 Mortar and Grout. In the interest of accuracy and control, the mortar and grout shall be proportioned by weight on the basis of the unit weights of the ingredients as given in Standard Specifications for Mortar for Unit Masonry, ASTM C 270, or Standard Specifications for Mortar and Grout for Reinforced Masonry, ASTM C 476, or Standard Specification for Portland Cement-Lime Mortar for Brick Masonry, BIA MI (Technical Notes 8A). If a high-bond mortar additive is used, mortar and grout shall be proportioned and mixed in accordance with the additive manufacturer's specifications.
6.2 Quality Control Tests
6.2.1 Brick. For each 50,000 brick of a given type used in the fabrication of panels, at least ten shall be selected and subjected to the compressive strength and absorption tests in accordance with Standard Methods of Sampling and Testing Brick, ASTM C 67.
6.2.2 Mortar and Grout. After the mortar or grout formulation has been established, a representative batch shall be sampled and not less than 12 standard 2-in. cube specimens molded, following the procedures contained in the applicable sections of Tentative Method of Test for Compressive Strength of Hydraulic Cement Mortars, ASTM C 109.
Three specimens each shall be tested at 1, 3, 7 and 28 days, and the relationship between the early age strengths and the 28-day strength determined. This procedure need be repeated only when the mortar or grout formulation is changed.
Thereafter, during regular production runs, at least one representative batch of mortar or grout shall be sampled each day, and three cube specimens molded and tested after 1, 3 or 7 days as a quality control check.
6.2.3 Panel Assemblage. The compressive and flexural strengths of the panels shall be checked for every 5000 sq ft of panel or every story height, particularly for different combinations of brick and mortar or grout, by testing small, unreinforced assemblages, representative of the full size panel.
The test specimens for both compressive and flexural tests shall be one brick unit in length and thickness, stack bond, and the height shall be at least five times its thickness (seven courses high for standard size brick) or, if the heights are less than as specified above, the test results for compressive prisms shall be reduced by the proper h/t correction factor as stated in Building Code Requirements for Engineered Brick Masonry. SCPI (BIA), August 1969. If the relation between the 7-day and 28-day strengths of such small specimens has previously been established, they shall be tested after aging for 7 days. Six such specimens shall be prepared. Three shall be capped with gypsum and tested as compressive prisms in accordance with Standard Methods of Test for Compressive Strength of Masonry Assem blages, ASTM E 447. The remaining three shall be tested as simple horizontal beams with third-point loading following the applicable procedures outlined in Standard Method of Test for Flexural Strength of Con crete, ASTM C 78.
Note: While good correlation has been established between the results of compressive prism tests of brick masonry and those of full size wall sections under a variety of loading, slender- ness and bending conditions, the same situa- tion does not exist in flexural or transverse strength tests. Therefore, the flexural tests for the purpose of checking quality control should be supplemented initially with uni-