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SECTION 2105A QUALITY ASSURANCE

2105A.1 General.


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

The quality assurance program shall comply with the inspection and testing requirements of Chapter 17A.

2105A.2 Acceptance relative to strength requirements.


2105A.2.1 Compliance with f'm.


Compressive strength of masonry shall be considered satisfactory if the compressive strength of each masonry wythe and grouted collar joint equals or exceeds the value of f'm for clay and concrete masonry and requirements of  Section 2105A.2.2 is satisfied. For partially grouted clay and concrete masonry, the compressive strength of both the grouted and ungrouted masonry shall equal or exceed the applicable f'm. The specified compressive strength, f'm, assumed in design shall be 1,500 psi (10.34 MPa) for all masonry construction using materials and details of  construction required herein. Testing of  the constructed masonry shall be provided in accordance with Section 2105A.4.

Exception:
Subject to the approval of  the enforcement agency, higher values of  f'm may be used in the design of  reinforced grouted masonry and reinforced hollow-unit masonry. The approval shall be based on prism test results submitted by the architect or engineer which demonstrate the ability of  the proposed construction to meet prescribed performance criteria for strength and stiffness. The design shall assume that the reinforcement will be placed in a location that will produce the largest stresses within the tolerances allowed in Section 2104A.1.1 and shall take into account the mortar joint depth. In no case shall the f'm assumed in design exceed 2,500 psi (17.24 MPa).

Where an f'm greater than 1,500 psi (10.34 MPa) is approved, 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 specifications. Compliance with the requirements for the specified compressive strength of  masonry f'm shall be provided in accordance with Sections 2105A.2.2.2, 2105A.4 and 2105A.5. Substantiation for the specified compressive strength prior to the start of  construction may be obtained in accordance with Section 2105A.2.2.3.


2105A.2.2 Determination of compressive strength.


The compressive strength for each wythe shall be determined by the unit strength method or by the prism test method before construction as specified herein.

2105A.2.2.1 Unit strength method.


2105A.2.2.1.1 Clay masonry.


The compressive strength of masonry shall be determined based on the strength of the units and the type of mortar specified using Table 2105A.2.2.1.1, provided:

1.   Units conform to ASTM C 62, ASTM C 216 or ASTM C 652 and are sampled and tested in accordance with ASTM C 67.

2.   Thickness of bed joints does not exceed 5/8 inch (15.9 mm).

3.   For grouted masonry, the grout meets one of the following requirements:

3.1.   Grout conforms to ASTM C 476.

3.2.   Minimum grout compressive strength equals or exceeds f'm but not less than 2,000 psi (13.79 MPa). The compressive strength of grout shall be determined in accordance with ASTM C 1019.

TABLE 2105A.2.2.1.1 COMPRESSIVE STRENGTH OF CLAY MASONRY


NET AREA COMPRESSIVE STRENGTH OF CLAY MASONRY UNITS (psi)
NET AREA COMPRESSIVE STRENGTH OF MASONRY (psi)
Type M or S mortar
Type N mortar
1,700
2,100
1,000
3,350
4,150
1,500
4,950
6,200
2,000
6,600
8,250
2,500
8,250
10,300
3,000
9,900

3,500
13,200

4,000


For SI:   1 pound per square inch = 0.00689 MPa.

TABLE 2105A.2.2.1.2 COMPRESSIVE STRENGTH OF CONCRETE MASONRY


NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS (psi)
NET AREA COMPRESSIVE STRENGTH OF MASONRY (psi)a
Type M or S mortar
Type N mortar
1,250
1,300
1,000
1,900
2,150
1,500
2,800
3,050
2,000
3,750
4,050
2,500
4,800
5,250
3,000


For SI:   1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa.

a.    For units less than 4 inches in height, 85 percent of the values listed.

2105A.2.2.1.2 Concrete masonry.


The compressive strength of masonry shall be determined based on the strength of the unit and type of mortar specified using Table 2105A.2.2.1.2, provided:

1.   Units conform to ASTM C 55 or ASTM C 90 and are sampled and tested in accordance with ASTM C 140.

2.   Thickness of bed joints does not exceed 5/8 inch (15.9 mm).

3.   For grouted masonry, the grout meets one of the following requirements:

3.1.   Grout conforms to ASTM C 476

3.2   Minimum grout compressive strength equals or exceeds f'm but not less than 2,000 ps (13.79 MPa). The compressive strength of the grout shall be determined in accordance with ASTM C 1019.

2105A.2.2.1.3 AAC masonry.


Not permitted by OSHPD and DSA-SS.


2105A.2.2.2 Prism test method.


2105A.2.2.2.1 General.


The compressive strength of clay and concrete masonry shall be determined by the prism test method prior to the start of  construction and during construction:

1.   Where specified in the construction documents.

2.   Where masonry does not meet the requirements for application of the unit strength method in Section 2105A.2.2.1.

3.    Where required by Section 2105A.2.1.


2105A.2.2.2.2 Number of prisms per test.


Prior to the start of  construction
, a prism test shall consist of five prisms constructed and tested in accordance with ASTM C 1314. A set of  three masonry prisms shall be built during construction in accordance with ASTM C 1314 for each 5,000 square feet (465 m2) of  wall area, but not less than one set of  three prisms for the project. Each set of  prisms shall equal or exceed f'm.

2105A.2.2.3 Masonry prism test record.


Compressive design strength verification by masonry prism test records shall meet the following:


1.    A masonry prism test record approved by the enforcement agency of  at least 30 masonry prisms which were built and tested in accordance with ASTM C 1314. Prisms shall have been constructed under the observation of  an engineer or special inspector or an approved agency and shall have been tested by an approved agency.


2.    Masonry prisms shall be representative of  the corresponding construction.


3.    The average compressive strength of  the test record shall equal or exceed 1.33 f'm.


2105A.3 Testing prisms from constructed masonry.


When approved by the building official, acceptance of masonry that does not meet the requirements of Section 2105A.2.2.1, 2105A.2.2.2, 2105A.4 or 2105A.5 shall be permitted to be based on tests of prisms cut from the masonry construction in accordance with Sections 2105A.3.1, 2105A.3.2 and 2105A.3.3.

2105A.3.1 Prism sampling and removal.


A set of three masonry prisms that are at least 28 days old shall be saw cut from the masonry for each 5,000 square feet (465 m2) of the wall area that is in question but not less than one set of three masonry prisms for the project. The length, width and height dimensions of the prisms shall comply with the requirements of ASTM C 1314. Transporting, preparation and testing of prisms shall be in accordance with ASTM C 1314.

2105A.3.2 Compressive strength calculations.


The compressive strength of prisms shall be the value calculated in accordance ASTM C 1314, except that the net cross-sectional area of the prism shall be based on the net mortar bedded area.

2105A.3.3 Compliance.


Compliance with the requirement for the specified compressive strength of masonry, f'm, shall be considered satisfied provided the modified compressive strength equals or exceeds the specified f'm. Additional testing of specimens cut from locations in question shall be permitted.

2105A.4 Masonry core testing.


This test is to determine the quality of  the masonry constructed. Not less than two cores having a diameter of  6 inches (152 mm) shall be taken from each project. Two cores shall be taken from each building for each 5,000 square feet (465 m2) of  the greater of  the masonry wall area or the floor area or fraction thereof. The architect or structural engineer in responsible charge of  the project or his or her representative (inspector) shall select the areas for sampling. One half  of  the number of  cores taken shall be tested in shear. The shear wall loadings shall test both joints between the grout core and the outside wythes of  the masonry. Core samples shall not be soaked before testing. Materials and workmanship shall be such that for all masonry when tested in compression, cores shall show an ultimate strength at least equal to the f'm assumed in design, but not less than 1,500 psi (10.34 MPa). When tested in shear, the unit shear on the cross section of  the core shall not be less than 2.5 Ö f'm psi.


Shear testing apparatus shall be of  a design approved by the enforcement agency. Visual examination of  all cores shall be made to ascertain if  the joints are filled.


The inspector of  record or testing agency shall inspect the coring of  the masonry walls and shall prepare a report of  coring operations for the testing laboratory files and mail one copy to the enforcement agency. Such reports shall include the total number of  cores cut, the location and the condition of  all cores cut on each project, regardless of  whether the core specimens failed during cutting operation. All cores shall be submitted to the laboratory for examination.


2105A.5 Mortar and grout tests.


These tests are to establish whether the masonry components meet the specified component strengths. At the beginning of  all masonry work, at least one test sample of  the mortar and grout shall be taken on three successive working days and at least at one-week intervals thereafter. They shall meet the minimum strength requirements given in Sections 2103A.8 and 2103A.12 for mortar and grout, respectively. Additional samples shall be taken whenever any change in materials or job conditions occur, or whenever in the judgment of  the architect, structural engineer or the enforcement agency such tests are necessary to determine the quality of  the material.


Test specimens for mortar and grout shall be made as set forth in ASTM C 1586 and ASTM C 1019.


2105A.6 Combination of  units.


In walls or other structural members composed of  different kinds or grades of  units or materials, a full-scale test panel shall be constructed before the beginning of  masonry work. The test panel will be cored and tested as approved by the enforcement agency to determine the compatibility of  the materials (including bond strength between the materials). If  the materials are not compatible, they will be rejected. The net thickness of  any facing unit which is used to resist stress shall not be less than 1
½ inches (38 mm).