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A505.2 Properties of In-Place Materials
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Except where specifically permitted herein, the stress-strain relationship of concrete, masonry and reinforcement shall be determined from published data or by testing. All available information, including building plans, original calculations and design criteria, site observations, testing, and records of typical materials and construction practices prevalent at the time of construction, shall be considered when determining material properties.
For Tier 3 analyses, expected material properties shall be used in lieu of nominal properties in the calculation of strength, stiffness and deformabiltity of building components.
The procedure for testing and determination of stress-strain values shall be as prescribed in Sections A505.2.1 through A505.2.5.
For Tier 3 analyses, expected material properties shall be used in lieu of nominal properties in the calculation of strength, stiffness and deformabiltity of building components.
The procedure for testing and determination of stress-strain values shall be as prescribed in Sections A505.2.1 through A505.2.5.
The compressive strength of existing concrete shall be determined by tests on cores sampled from the structure.
Exceptions:
- For Tier 1 analysis, the compressive strength of the concrete may be determined based on the information shown on the original construction documents or based on the values shown in Table A505.1.
- For Tier 2 analysis, the compressive strength may be determined based on the information shown on the original construction documents.
Core testing shall be performed in accordance with the following:- The cutting of cores shall not significantly reduce the strength of the existing structure. Cores shall not be taken in columns. Existing reinforcement shall not be cut.
- If the construction documents do not specify a minimum compressive strength of the classes of concrete, five cores per story, with a minimum of 10 cores, shall be obtained for testing.
Exception: If the coefficient of variation of the compressive strength does not exceed 15 percent, the number of cores per story may be reduced to two and the minimum number of tests may be reduced to five.
- When the construction documents specify a minimum compressive strength, two cores per story per class of concrete shall be taken in the areas where that concrete was to be placed. A minimum of five cores shall be obtained for testing. If a higher strength of concrete was specified for columns than the remainder of the concrete, cores taken in the beams for verification of the specified strength of the beams shall be substituted for tests in the columns. The strength specified for columns may be used in the analyses if the specified compressive strength in the beams is verified.
- The sampling for the concrete strength tests shall be distributed uniformly in each story. If the building has shear walls, a minimum of 50 percent of the cores shall be taken from the shear walls. Not more than 25 percent of the required cores shall be taken in floor and roof slabs. The remainder of the cores may be taken from the center of beams at mid-span. In concrete frame buildings, 75 percent of the cores shall be taken from the beams.
- The mean value of the compressive stresses obtained from the core testing for each class of concrete shall be used in the analyses. Values of peak strain that are associated with peak compressive stress may be taken from published data for the nonlinear analyses of reinforced concrete elements.
| TIME FRAME | FOOTINGS | BEAMS | SLABS | COLUMNS | WALLS |
| 1965 or earlier | 2,000 | 2,000 | 2,000 | 2,000 | 2,000 |
| 1966-Present | 3,000 | 3,000 | 3,000 | 3,000 | 3,000 |
For SI: 1 pound per square inch = 6.89 kPa
| TYPE OF REINFORCEMENT AND ERA | ASSUMED YIELD STRESS (psi) |
| Pre-1940 structural and intermediate grade, plain or deformed | 45,000 |
| Pre-1940 twisted and hard grade | 55,000 |
| Post-1940 structural and intermediate grade | 45,000 |
| Post-1940 hard grade | 60,000 |
| ASTM A 615 Grade 40 | 50,000 |
| ASTM A 615 Grade 60 | 70,000 |
For SI: 1 pound per square inch = 6.89 kPa.
The compressive strength of solid-grouted concrete block or brick masonry may be taken as 1,500 pounds per square inch (10.3 MPa). The strain associated with peak stress may be taken as 0.0025.
A minimum of five units shall be removed from the walls and tested in conformance with ASTM C 90. Compressive strength of the masonry is permitted to be determined in accordance with Tables 2105.2.2.1.1 and 2105.2.2.1.2 of the Building Code of New York State , assuming Type S mortar. The strain associated with peak stress may be taken as 0.0025.
The stress-strain relationship of existing unreinforced masonry shall be determined by in-place cyclic testing. The test procedure shall conform to Section A510.
One stress-strain test per story and a minimum of five tests shall be made in the unreinforced masonry infills. The location of the tests shall be uniformly distributed throughout the building.
The average of the stress-strain values obtained from testing shall be used in the nonlinear analyses of frame infill assemblies.
One stress-strain test per story and a minimum of five tests shall be made in the unreinforced masonry infills. The location of the tests shall be uniformly distributed throughout the building.
The average of the stress-strain values obtained from testing shall be used in the nonlinear analyses of frame infill assemblies.
The expected yield stress of each type of new or existing reinforcement shall be taken from Table A505.2, unless the reinforcement is sampled and tested for yield stress. The axial reinforcement in columns of post-1933 buildings shall be assumed to be hard grade unless noted otherwise on the construction documents.
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