Section 2105

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 and TMS 602.

, f ′ m . [OSHPD 1R, 2B & 5] 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 con- struction required herein. Testing of masonry shall be pro- vided in accordance with TMS 602, Article 1.4 B.

Exception: Where values of f ′ m greater than 2,000 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 exceed 3,000 psi (20.7MPa).

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 the prism test method in accordance with TMS 602, Article

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MASONRY

dimension of the column for the full column height, or 8 inches (203 mm).

2106.1.2 [OSHPD 1R, 2B & 5] TMS 402, Chapter 5. Add TMS 402, Section 5.6 as follows:

5.6 – Lateral Support of Members

5.6.1 – Lateral support of masonry may be provided by cross walls, columns, pilasters, counterforts or buttresses where spanning horizontally, or by floors, beams, girts or roofs where spanning vertically. Where walls are supported laterally by vertical elements, the stiffness of each vertical element shall exceed that of the tributary area of the wall.

2106.1.3 [OSHPD 1R, 2B & 5] TMS 402, Sections 7.4.4.1 and 7.4.5.1. Replace TMS 402, Section 7.4.4.1 as follows and delete Section 7.4.5.1:

7.4.4.1 Minimum reinforcement requirements for masonry walls. The total area of reinforcement in rein- forced masonry walls shall not be less than 0.003 times the sectional area of the wall. Neither the horizontal nor the vertical reinforcement shall be less than one third of the total. Horizontal and vertical reinforcement shall be spaced at not more than 24 inches (610 mm) center to center. Where stack bond is used in reinforced hollow-unit masonry, the open-end type of unit shall be used with vertical reinforcement spaced a maximum of 16 inches (406 mm) on center.

All cells shall be solidly filled with grout.

Exception: Reinforced hollow-unit masonry used for freestanding site walls or interior nonbearing nonshear wall partitions shall have horizontal rein- forcing spaced not more than 4’-0” on center, except for locations in Seismic Design Category F, and may be grouted only in cells containing vertical and hori- zontal reinforcement.

7.4.4.1.1 The minimum reinforcing shall be No. 4, except that No. 3 bars may be used for ties and stir- rups. Vertical wall reinforcement shall have dowels of equal size and equally matched spacing in all foot- ings. Reinforcement shall be continuous around wall corners and through intersections. Only reinforce- ment which is continuous in the wall shall be considered in computing the minimum area of rein- forcement. Reinforcement with splices conforming to TMS 402 shall be considered as continuous reinforcement.

7.4.4.1.2 Horizontal reinforcing bars in bond beams shall be provided in the top of footings, at the top of wall openings, at roof and floor levels, and at the top of parapet walls. For walls 12 inches (nominal) (305 mm) or more in thickness, horizontal and vertical reinforcement shall be equally divided into two layers, except where designed as retaining walls. Where reinforcement is added above the minimum requirements, such additional reinforcement need not be so divided.

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 tests of both joints between the grout core and the outside wythes or face shell of the masonry shall be made 28 days after grouting of the sample area using a shear test appa- ratus acceptable to the enforcement agency. Core samples shall not be soaked before testing. Core samples to be tested shall be stored in sealed plastic bags or nonabsor- bent 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 section 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 location where each core was taken, report the findings of their visual examination of each core, identify which cores were selected for shear testing, and report the results of the shear tests.

Exceptions:

1. Core sampling and testing is not required for non- bearing nonshear masonry walls, not exceeding total wall height of 12 feet above the top of the foun- dation, 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 (13.79MPa). 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 conjunction with reduced core sampling and testing. A minimum of two cores shall be taken from each building for each 10,000 square feet (930 m ² ) of the wall.