Common use of Aggregate Tests Clause in Contracts

Aggregate Tests. A. A break in production of a particular class of concrete shall not constitute the need for additional testing if the following items are submitted to the City: a. Aggregate sieve analysis; b. Organic impurities in sands for concrete; c. Petrographic examination of aggregates; and d. Letter of evaluation prepared by the professional signatory of the mix design review letter indicating that the material initially tested is still representative. B. Fine aggregate shall be tested in accordance with CAN/CSA A23.2-7A, “Organic Impurities in Sands for Concrete”. 1. Fine aggregate producing an organic impurity colour darker than the Standard colour shall be rejected in the absence of a satisfactory record of performance in a similar class of concrete (minimum 30 tests over the last 12 months). Clauses 4.2.3.3.3.2 (a) and (b) of CAN/CSA A23.1- 14 shall not apply. 2. Testing in accordance with CSA A23.3-2A and 5A shall not have more than 3.0% passing an 80 µm sieve. C. The potential for deleterious alkali-aggregate reactivity for fine and coarse aggregates shall be assessed in accordance with CAN/CSA A23.2-27A. This assessment shall include the risk level associated with Structure size and environment, the level of prevention required to achieve the Design Service Life of the Structure and the determination of the appropriate preventative measures, including testing in accordance with CAN/CSA A23.2-28A. Current (less than 24 months old) test data evaluating the potential alkali-silica reactivity of aggregates tested in accordance with CAN/CSA A23.2-14A or CAN/CSA A23.2-25A is required. In the absence of test data, the aggregate shall be considered highly reactive. D. Petrographic analysis on the coarse and fine aggregates shall be performed in accordance with CAN/CSA A23.2-15A by experienced personnel employed by a CAN/CSA A283 certified laboratory. The petrographic analysis report shall be signed and sealed by either a Professional Engineer, a Professional Geologist, or a Geological Engineer. 1. The (weighted) petrographic number of the coarse aggregates shall not exceed 130, and the ironstone content shall not exceed 0.8%. 2. Ironstone content in fine aggregate (material retained on the 2.5 mm sieve) shall not exceed 1.5% by total dry mass of fine aggregate for all classes of concrete in Table 4-1.6.1-1 [Concrete Classes] except Pile Concrete. E. Material test reports shall be current according to the required frequency of analysis in Table 4-4.5.4-1 [Material Test Frequency] and fully represent materials to be used in concrete production. For each mix design submission, the source(s) of aggregate(s) and following aggregate analysis shall be provided to the City. Fine and coarse aggregate sieve CAN/CSA A23.2-2A 90 Amount of material finer than 80 μm in aggregate CAN/CSA A23.2-5A 90 Organic impurities in sands for concrete CAN/CSA A23.2-7A 90 Results of deleterious substances and physical properties of aggregates Table 12, CAN/CSA A23.1; A23.2-3A, A23.2- 4A, A23.2-13A (Procedure A), A23.2-23A, A23.2- 24A, A23.2-29A 180 Potential expansivity of aggregates CAN/CSA A23.2-14A 24 months Detection of alkali-silica reactive aggregate by accelerated expansion of mortar bars CAN/CSA A23.2-25A 12 months Petrographic examination of coarse aggregate for concrete CAN/CSA A23.2-15A 180 1. Additional aggregate analyses shall be carried out at the frequencies specified in Table 4-4.5.4-1 [Material Test Frequency] during concrete production to confirm that the aggregates continue to meet Project Requirements. 2. If the aggregate consists of a blend from more than one source, the “fine aggregate sieve” analysis or the “coarse aggregate sieve” analysis, as applicable, shall show the gradation of the blended fine or coarse aggregates.

Aggregate Tests. A. A break in production The sampling and testing of aggregates shall be completed by a particular class of concrete shall not constitute the need for additional testing if the following items are submitted laboratory certified to the City: a. Aggregate sieve analysis; b. Organic impurities in sands for concrete; c. Petrographic examination of aggregates; and d. Letter of evaluation prepared CAN/CSA A283 by the professional signatory Canadian Council of the mix design review letter indicating that the material initially tested is still representativeIndependent Laboratories (CCIL). B. Fine aggregate shall be tested in accordance with CAN/CSA A23.2-7A, “Organic Impurities in Sands for Concrete”. 1. Fine aggregate producing an organic impurity colour darker than the Standard colour shall be rejected in the absence of a satisfactory record of performance in a similar class of concrete (minimum 30 tests over the last 12 months). Clauses 4.2.3.3.3.2 (a) and (b) of CAN/CSA A23.1- 14 shall not apply. 2. Testing Ironstone content in accordance with CSA A23.3-2A and 5A the fine aggregate material (material retained on the 2.5 mm sieve) shall not have more exceed 1.5 % by the total dry mass of fine aggregate for any class of concrete other than 3.0% passing an 80 µm sievefor Pile Concrete. C. The potential for deleterious alkali-aggregate reactivity for fine and coarse aggregates shall be assessed in accordance with CAN/CSA A23.2-27A. This assessment shall include the risk level associated with Structure size and environment, the level of prevention required to achieve the Design Service Life of the Structure and the determination of the appropriate preventative measures, including testing in accordance with CAN/CSA A23.2-28A. Current (less than 24 18 months old) test data evaluating the potential alkali-silica reactivity of aggregates tested in accordance with CAN/CSA A23.2-14A or CAN/CSA A23.2-25A is required. In the absence of test data, the aggregate shall be considered highly reactive. D. Petrographic analysis on the coarse and fine aggregates shall be performed in accordance with CAN/CSA A23.2-15A by experienced personnel employed by a CAN/CSA A283 certified laboratory. The petrographic analysis report shall be signed and sealed by either a Professional Engineer, a Professional Geologist, Engineer or a Geological EngineerGeoscientist. 1. The (weighted) petrographic number of the coarse aggregates shall not exceed 130, and the ironstone content shall not exceed 0.8%. 2. Ironstone content in fine aggregate (material retained on the 2.5 mm sieve) shall not exceed 1.5% by total dry mass of fine aggregate for all classes of concrete in Table 4-1.6.1-1 [Concrete Classes] except Pile Concrete. E. Material test reports shall be current according to the required frequency of analysis in Table 4-4.5.44- 4.4.4-1 [Material Test Frequency] and fully represent materials to be used in concrete production. For each mix design submission, submission the source(s) of aggregate(s) and following aggregate analysis shall be provided to the Cityprovided. Fine and coarse aggregate sieve CAN/CSA A23.2-2A 90 Amount of material finer than 80 μm in aggregate CAN/CSA A23.2-5A 90 Organic impurities in sands for concrete CAN/CSA A23.2-7A 90 Results of deleterious substances and physical properties of aggregates Table 12, CAN/CSA A23.1; A23.2-3A, A23.2- 4A, A23.2-13A (Procedure A), A23.2-23A, A23.2- 24A, A23.2-29A 180 Potential expansivity of aggregates CAN/CSA A23.2-14A 24 18 months Detection of alkali-silica reactive aggregate by accelerated expansion of mortar bars CAN/CSA A23.2-25A 12 months Petrographic examination of coarse aggregate for concrete CAN/CSA A23.2-15A 180 1. Additional aggregate analyses shall be carried out at the frequencies specified in Table 4- 4-4.5.4. 4.4-1 [Material Test Frequency] during concrete production to confirm that the aggregates continue to meet Project Requirements. 2. If the aggregate consists of a blend from more than one source, the “fine aggregate sieve” analysis or the “coarse aggregate sieve” analysis, as applicable, shall show the gradation of the blended fine or coarse aggregates.