700MATERIALS DETAILS

775 SECTION 701 HYDRAULIC CEMENT The Contractor shall provide suitable means for storing and protecting the cement against dampness. Cement which for any reason has become partially set or which contains lumps of caked cement will be rejected. Cement salvaged from discarded or used bags shall not be used. 701.1 -PORTLAND CEMENT : Portland cement shall conform to the requirement s of ASTM C150, Type I. 701.2 : Blank 701.3 -BLENDED HYDRAULIC CEMENTS : Blended hydraulic cement shall conform to the requirements of ASTM C595 for Portland blast -furnace slag cement, Type IS, or Portland -pozzolan cement, Type IP, or Portland -limestone cement, Type IL. 701.4 -MASONRY CEMENT : Masonry Cement shall conform to the requirements of ASTM C91. 776 SECTION 702 FINE AGGREGATE 702.1 -FINE AGGREGATE FOR PORTLAND CEMENT CONCRETE : 702.1.1 -General Requirements: Fine aggregate shall consist of natural sand, manufactured sand, or a combination thereof, conforming to the requirements of these Specifications. 702.1.2 -Deleterious Substances: The Maximum percentages of deleterious substances shall not exceed the limits below. MATERIAL PERCENT BY WEIGHT Amount finer than No. 200 (75 μm) sieve for manufactured fine aggregate (determined by AASHTO T 11 and T 27). A manufactured fine aggregate is one which has been reduced in particle size by crushing 5.0 Amount finer than No. 200 (75 μm) sieve for all other sands (determined by AASHTO T 11 and T 27) 3.0 Coal and other lightweight deleterious material (determined by MP 702.01.20) 2 Friable particles (determined by MP 703.01.20) 1 Larger percentages passing the No. 200 (75 μm ) sieve in the fine aggregate fraction will be permitted if the percent passing the No. 200 (75 μm) sieve in the coarse aggregate fraction (703.4) is less than the specified maximum. In no event, however, shall the percent passing the No. 200 (75 μm) siev e in the total concrete aggregate be greater than an amount which would exist if both aggregate fractions contained their specified maximum percentage passing the No. 200 (75 μm) sieve. 702.1.3 -Soundness (Determined by MP 703.00.22): When the fine aggr egate is subjected to five alternations of the sodium sulphate soundness test, the weighted loss shall not exceed 10 percent (10%) by weight. 702.1.4 -Organic Impurities (Determined by AASHTO T 21): When the fine aggregate is subjected to the organic impurities test, the color shall not be darker than the standard. In the event a color darker than the standard is produced, the acceptability of the material will be determined as specified in 702.1.5. 702.1.5 -Mortar Strength (Determined by AA SHTO T 71): Fine aggregate failing the organic impurities test shall be subjected to the test for mortar making properties. The fine aggregate shall develop a compressive strength at the age of seven days when using Type I or II cement, or at three days when using Type III cement, of not less than 90 percent (90%) of the strength developed by a mortar prepared in the same manner with the same cement and graded Ottawa sand having a fineness modulus of 2.4 plus or minus 0.10. 777 702.1.6 -Grading: The fine aggregate used for developing a concrete mix design shall have an Ā of 6.1 plus or minus 0.4. The Ā value shall be determined by adding the cumulative percentages by weight of material passing each of U.S. Standard Sieve Nos. 1½ in. (37.5 mm), ¾ in. (19 mm), 3/8 in. (9.5 mm), 4 (, 4.75 mm), 8 (2.36 mm), 16 (1.18 mm), 30 (600 μm), 50 (300 μm), 100 (150 μm), and 200 (75 μm) and dividing by 100. The graduation shall be determined in accordance with AASHTO T 27 and T 11. 702.1.7 -Uniformity of Grading: The gradation limits given in 702.1.6 represent the extreme limits which shall determine suitability of material from all sources of supply. The gradation of material from any one source, however, shall be reasonably uniform. 702.2 -MORTAR SAND : Sand (natural or manufactured) shall meet the requirements of AASHTO M 45, except delete 4.1 through 4.4 and substitute the following: Aggregate for use in masonry mortar shall be graded within the following limi ts: SIEVE SIZE PERCENT PASSING No. 4 (4.75 mm) 100 No. 8 (2.36 mm) 90-100 No. 100 (150 μm) 0-30 No. 200 (75 μm) 0-10 For joints thicker than ½ in ch, sand meeting the requirements of subsection s 702.1.1 through 702.1.5 and 702.6 will be permitted. 702.3 -FINE AGGREGATE FOR ASPHALT MIXTURES : Fine aggregate for asphalt mixtures shall meet the requirements of ASTM D1073, except that the gradation requirements will be waived. 702.4 -MINERAL FILLER FOR ASPHALT MIXTURES : Mineral filler for asphalt mixtures shall meet the requirements of ASTM D242, modified as follows: Mineral filler shall be free from harmful organ ic impurities. Gradation requirements will be waived. 702.5 -LIGHTWEIGHT FINE AGGREGATE FOR STRUCTURAL CONCRETE : Lightweight fine aggregate for structural concrete shall meet the requirements of ASTM C330. 702.6 -ALTERNATE GRADING : Fine aggregate shall be well graded from coarse to fine and shall conform to the following requirements: SIEVE SIZE PERCENT PASSING BY WEIGHT 3/8 in. (9.5 mm) 100 No. 4 (4.75 mm) 95-100 No. 16 (1.18 mm) 45-80 No. 50 (300 μm) 10-30 No. 100 (150 μm) 2-10 778 SECTION 703 COARSE AGGREGATE Coarse aggregate shall consist of crushed stone, washed gravel (crushed or uncrushed), crushed slag, or any combination thereof, conforming to the requirements of these Specifications. 703.1 -CRUSHED STONE : 703.1.1 -General Requirements: Crushed stone shall consist of particles of clean, hard, tough, durable rock free from adherent coatings and shall contain only the rock type declared by the producer/supplier. Aggregates that do not meet these requirements are subject to being restrict ed to limited application. Limited application is defined as material that is only approved for use in applications covered by Section 704. The approval process for coarse aggregates is governed by MP 700.00.56 . 703.1.2 -Deleterious Substances: Deleteri ous substances shall not exceed the limits set forth below: MATERIAL PERCENT BY WEIGHT Thin or elongated pieces (determined by MP 703.00.25) 5 Shale (determined by MP 703.00.27) 1 Coal and other lightweight deleterious material (determined by MP 702.01.20) 1.5 Friable particles (determined by MP 703.01.20) 0.25 703.1.3 -Percentage of Wear (AASHTO T 96 or ASTM C535): Crushed stone shall have a percentage of wear not to exceed 40. 703.1.4 -Soundness (Determined by MP 703.00.22): When subjected to five cycles of the sodium sulphate test, the weighted percentage of loss shall be not more than twelve. 703.1.5 -Limestone Anti -Skid Aggregates: 703.1.5.1 Limestone: When produced for anti -skid, limestone shall be sampled from the stockpile by the Division. The stockpile shall meet the requirements for Section 703.1, with the addition of MP 703.00.29. Limestone shall contain a minimum of 10% quartz retained on the #20 0 (75µm) sieve. 703.1.5.2 -Dolomite Limestone: When produced for anti -skid, shall be sampled from the stockpile by the Division. The stockpile shall meet the requirements for Section 703.1, with the addition of ASTM C1271 and ASTM C1301. Dolomite shall contain a minimum of 10% elemental magnesium. 779 703.2 -GRAVEL : 703.2.1 -General Requirements: Gravel shall be composed of particles of hard, durable rock, thoroughly clean and well graded in size. Gravel shall meet the requirements of 703.1.2, 703.1.3 and 703.1.4. 703.2.2 -Crushed Particles: The following minimum requirements for percent of crushed particles (determined by MP 703.00.21) for the type of construction indicated shall govern: Crushed Particles Minimum Percent by Weight of the Gravel or Blends Retained on No. 4 (4.75 mm) Sieve Fracture Type Of Construction One Face Two Face Asphalt Pavements - Base 1 80 0 Asphalt Pavement - Wearing, Patching and Leveling , Base 2, Prime, Tack, Chip Seals and aggregates No. 7 and smaller in penetration macadam and Road Mix Asphalt Pavements ------- 80 Asphalt Pavements - Surfaces or Wearing Courses on all projects requiring specific skid resistant qualities ------- 80 703.2.3 -Pea Gravel: Pea gravel shall consist of clean uncrushed river gravel conforming to the requirements of subsection s 703.1.3, 703.1.4, total deleterious substances shall not be greater than five percent (5%) , and shall meet the following grading requirements for perce nt passing: ½ in. (12.5 mm) 100 No. 16 (1.18 mm) 0-5 703.3 -SLAG : Slag shall be air cooled blast -furnace slag, reasonably uniform in density and quality, and free from dirt and other objectionable matter. When tested i n accordance with AASHTO T 19 and when standard sizes are combined in the proportions used in the job mix formula, the slag shall not weigh less than 70 lb. per cu. ft. when used in Portland cement concrete or hot -laid asphalt surface courses, and not less than 60 lb. per cu. ft. when used in other applications. Blast furnace slag shall meet the requirements of subsection 703.1.2 and 703.1.4. In addition to air cooled blast furnace slag, other slags which meet the applicable physical requirements may be used with the approval of the Engineer. All other slag shall meet the requirements of subsections 703.1.2, 703.1.3 and 703.1.4. 703.3.1 -Steel Slag: Steel slag, from the production of steel, includes open hearth, electric furnace, and basic oxygen furnace slag. Steel slag is differentiated from air cooled blast - furnace slag which is from the production of iron. For items where steel slag is used, it must be cru shed to its intended item gradation, maintained in a constant wet condition for a period of at least 6 months, and must be rendered sufficiently inert to minimize potential expansion and the discharge of deleterious effluent. The aging period shall begin at the completion of stockpiling and shall be strictly monitored 780 by the supplier. The stockpile shall be isolated with no additional material being added during the aging period. Should additional material be added, the aging period shall start over from the date of the addition. When aging, stockpiles should be kept at a maximum height of ten (10) feet to allow adequate moisture penetration throughout the pile. To evaluate the effectiveness of the aging process expansion tests shall be conducted at th e end of the 6 -month aging period. The selection of samples for expansion testing shall be on a stratified random basis vertically with at least one sample from each top one -third, middle one - third, and bottom one -third of the stockpile. Samples shall be obtained in accordance with MP 700.00.06, Aggregate Sampling Procedures . Expansion values shall not be greater than 0.50 percent (0.5%) at seven days when tested in accordance with applicable portions of ASTM D4792. If one or more of the samples do not meet the 0.50 percent (0.5%) expansion limit after the 6 month aging period, the stockpile shall be kept moist and aged an additional two months, after which expansion tests shall again be conducted in the manner described above. This process shall conti nue prior to use until the steel slag conforms to the expansion limit. When the stockpile has shown compliance to the expansion test requirements, it may be used in items as directed by the Engineer. When steel slag is to be used in Hot -Mix Asphalt (H MA), the expansion tests shall be waived. Steel slag, when used in HMA, shall not exceed 50 percent (50%) by weight of the coarse fraction of the mix, and in no case shall steel slag be used as a coarse aggregate fraction and a fine aggregate fraction wit hin a single mix. When steel slag is to be used in items where thickness and quantities are limited and the slag is not confined, such as aggregate shoulders, road stabilization, snow and ice control, etc., the expansion tests may be waived as directed by the Engineer. In addition to other requirements specified elsewhere in the Contract Documents, for the particular item, acceptance of the material shall be on the basis of the Division’s evaluation of the supplier’s written certification that the afo rementioned aging, moisture, and expansion requirements (where applicable) have been accomplished, and that the level or degree of expansion exhibited meets the expansion criteria. The certification shall include all test data when applicable. Steel sla g shall not be used in any item where expansion might be detrimental. Such items include, but not necessarily limited to, the following: aggregate for Portland cement concrete, backfill around drainage structures, piers, abutments, walls, etc. 703.3.1.1 -Wearing III (Sand Mix) : When fine aggregate steel slag is used in a sand mix all the requirements specified in Section 703.3.1 for coarse aggregate steel slag when used in HMA shall apply with the following exceptions: fine aggregate steel slag shall meet the quality requirements of subsections 702.1.2 and 702.1.3, and shall not exceed 25 percent (25%) by weight of the total fine aggregate used in the mix. 703.3.2 -Electrometallurgical Slag: Electrometallurgical slag is from the production of metal alloys as differentiated from the production of steel. Electrometallurgical slag may not be used as a Portland cement concrete aggregate. When electrometallurgical slag is used as an aggregate in asphalt construction and payment is on a tonnag e basis, proper allowance will be made for the difference in weight per cubic foot. 703.3.3 -Power Plant Slag: Power plant slag consists of Wet Bottom Boiler Slag (shiny, black, glassy material) formed when molten ash from the burning of coal drops into water and 781 shatters at the bottom of the boiler, and Bottom Ash formed when ash particles from the burning of pulverized coal is allowed to air cool at the bottom of the furnace. Power plant slag may not be used as a Portland cement concrete aggregate. 703.4 -GRADING OF COARSE AGGREGATES : Coarse aggregate shall be uniformly graded to conform to the requirements of Table 703.4. The gradations for coarse aggregates required by AASHTO M 43 shall be determined in accordance with AASHTO T 27. The gradation of coarse aggregates in the production of concrete shall be controlled by the Ā value as specified in 501.3 and 601.3. In addition, coarse aggregates to be used in Portland cement concrete s hall have no more than one percent (1%) by weight passing the No. 200 (75 μm) sieve, except that this percentage may be increased to 1.5 in the case of crushed aggregate if the material finer than the No. 200 (75 μm) sieve consists of the dust of fracture, essentially free from clay or shale. The gradation shall be determined in accordance with AASHTO T 27 and T 11. When the coarse aggregate is to be used in Portland cement concrete, larger percentages passing the No. 200 (75 μm) sieve in the coarse aggreg ate fraction will be permitted if the percent passing the No. 200 (75 μm) sieve in the fine aggregate fraction (702.1) is less than the specified maximum. In no event, however, shall the percent passing the No. 200 (75 μm) sieve in the total concrete aggre gate be greater than an amount which would exist if both aggregate fractions contained their specified maximum percentage passing the No. 200 (75 μm) sieve. 703.5 -LIGHTWEIGHT COARSE AGGREGATE FOR STRUCTURAL CONCRETE : Lightweight coarse aggregate for structural concrete shall meet the requirements of ASTM C330. 782 TABLE 703.4 STANDARD SIZES OF COARSE AGGREGATES (AASHTO M 43) Size No. Nominal Size Square Openings (1) Amounts Finer Than Each Laboratory Sieve (Square Openings), Percent By Weight 4 in --- mm 3½ in --- mm 3 in --- mm 2½ in --- mm 2 in. --- mm 1½ in --- 37.5 mm 1 in --- 25.0 mm 3/4 in --- 19.0 mm 1/2 in --- 12.5 mm 3/8 in --- 9.5 mm No. 4 --- 4.75 mm No. 8 --- 2.36 mm No. 16 --- 1.18 mm No. 50 --- μm No. 100 --- μm 1 3½ to 1½ in ------ 90 to 37.5 mm 100 90 to 100 25 to 60 0 to 15 0 to 5 2 2½ to 1½ in ------ 63 to 37.5 mm 100 90 to 100 35 to 70 0 to 15 0 to 5 24 2½ to ¾ in ------ 63 to 19.0 mm 100 90 to 100 25 to 60 0 to 10 0 to 5 3 2 to 1 in ------ 50 to 25.0 mm 100 90 to 100 35 to 70 0 to 15 0 to 5 357 2 in to No. 4 ------ 50 to 4.75 mm 100 95 to 100 35 to 70 10 to 30 0 to 5 4 1½ to 3/4 in ------ 37.5 to 19.0 mm 100 90 to 100 20 to 55 0 to 15 0 to 5 467 1½ in to No 4 ------ 37.5 to 4.75 mm 100 95 to 100 35 to 70 10 to 30 0 to 5 5 1 to 1/2 in ------ 25.0 to 12.5 mm 100 90 to 100 20 to 55 0 to 10 0 to 5 56 1 to 3/8 in ------ 25.0 to 9.5 mm 100 90 to 100 40 to 85 10 to 40 0 to 15 0 to 5 57 1 in. to No 4 ------ 25.0 to 4.75 mm 100 95 to 100 25 to 60 0 to 10 0 to 5 6 3/4 to 3/8 in ------ 19.0 to 9.5 mm 100 90 to 100 20 to 55 0 to 15 0 to 5 67 3/4 in to No 4 ------ 19.0 to 4.75 mm 100 90 to 100 20 to 55 0 to 10 0 to 5 68 3/4 in to No 8 ------ 19.0 to 2.36 mm 100 90 to 100 30 to 65 5 to 25 0 to 10 0 to 5 7 1/2 in to No 4 ------ 12.5 to 4.75 mm 100 90 to 100 40 to 70 0 to 15 0 to 5 78 1/2 in to No 8 ------ 12.5 to 2.36 mm 100 90 to 100 40 to 75 5 to 25 0 to 10 0 to 5 8 3/8 in to No 8 ------ 9.5 to 2.36 mm 100 85 to 100 10 to 30 0 to 10 0 to 5 89 3/8 in to No 16 ------ 9.5 to 1.18 mm 100 90 to 100 20 to 55 5 to 30 0 to 10 0 to 5 9 No. 4 to No. 16 ------ 4.75 to 1.18 mm 100 85 to 100 10 to 40 0 to 10 0 to 5 10 No. 4 to 0 (2) ------ 4.75 mm to 0 (2) 100 85 to 100 10 to 30