Section 2105A

QUALITY ASSURANCE

2105 A .1 General. A quality assurance program shall be used to ensure that the constructed masonry is in compliance with the approved construction documents.

The quality assurance program shall comply with the inspection and testing requirements of Chapter 17 A and TMS 602 and Sections 2105A.2 through 2105A.4.

f ′ m . The minimum specified compressive strength, f ′ m, in the design shall be 1,500 psi (10.34 MPa) for all structural masonry construction using materials and details of construction required herein. Testing of masonry shall be provided in accordance with TMS 602, Article 1.4 B.

Exception: Where values of f ′ m greater than 2000 psi (13.79 MPa) are used in the design of reinforced grouted multi-wythe masonry and reinforced hollow-unit masonry, they shall be based on prism test results in accordance with TMS 602, Article 1.4 B.3 submitted by the architect or engineer to the enforcement agency which demonstrate the ability of the proposed construction to meet prescribed performance criteria for strength.

The architect or structural engineer shall establish a method of quality control of the masonry construction acceptable to the enforcement agency which shall be described in the contract documents. Verification of com- pliance with the requirements for the specified strength of masonry during construction shall be provided using

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MASONRY

steel. If all cells contain reinforcement, alternate core locations or means to detect void or delami- nation shall be selected by the registered design professional and approved by the building official.

Visual examination of all cores shall be made by an approved agency and the condition of the cores reported as required by the California Administrative Code. Shear test both joints between the grout core and the outside wythes or face shell of the masonry 28 days after grouting of the sample area using a shear test apparatus acceptable to the enforce- ment agency. Core samples shall not be soaked before test- ing. Core samples to be tested shall be stored in sealed plastic bags or non-absorbent containers immediately after coring and for at least 5 days prior to testing. The average unit shear value for each pair of cores (4 shear tests) from each 5,000 square feet of wall area (or less) on the cross sec- tion of core shall not be less than 2.5 √ f ′ m psi.

All cores shall be submitted to an approved agency for examination, even where the core specimens failed during the cutting operation. The approved agency shall report the loca- tion where each core was taken, the findings of their visual examination of each core, identify which cores were selected for shear testing, and the results of the shear tests.

Exceptions:

1. Core sampling and testing is not required for non- bearing nonshear masonry walls, not exceeding a total wall height of 12 feet above top of foundation, built with single-wythe hollow unit concrete masonry that attaches opposite face shells using webs cast as single unit, when designed using an f ′ m not exceeding 2,000 psi (13.79 MPa).

2. An infrared thermographic survey or other nonde- structive test procedures, shall be permitted to be approved as an alternative system to detect voids or delamination in grouted masonry in-lieu of core sampling and testing. [OSHPD 1 & 4] Infrared ther- mographic surveys or other nondestructive test pro- cedures shall also include core tests with a minimum of two cores taken from each building for each 10,000 square feet (930 m ² ) of the wall.