SCOPE
706.01.01 Materials Covered. This specification covers the quality and size of aggregates used in Portland
cement products. REQUIREMENTS
706.02.01 General. The mineral aggregate shall be the product of approved deposits. Aggregates from any
source having a history of alkali -silica reactivity in concrete will not be approved for use. The use of aggregates from any source may be prohibited when:
a.The character of the material is such, in the opinion of the Engineer, as to make improbable the furnishing of aggregates conforming to the requirements of these specifications.
b.The character of the material is such, in the opinion of the Engineer, that undue additional costs may be accrued by the State. For mix design approval, the proposed proportions of individual aggregates, combined mathematically, by volume or mass, shall produce a mixture within the grading limits for com bined aggregates as shown in the following table (not applicable to lightweight concrete): GRADING LIMITS OF COMBINED AGGREGATES SIEVE SIZE PERCENT PASSING BY MASS 37.5 mm (1 1/2 in.) 25 mm (1 in.) 19 mm (3/4 in.) 12.5 mm (1/2 in.) 9.5 mm (3/8 in.) 50 mm (2 in.) 100 — — — — 37.5 mm (1 1/2 in.) 87-100 100 — — — 25 mm (1 in.) 65-90 97-100 100 — — 19 mm (3/4 in.) 48-82 70-100 80-100 100 — 12.5 mm ( 1/2 in.) — — — 90-100 100 9.5 mm (3/8 in.) 39-57 43-70 46-70 70-90 70-100 4.75 mm (No. 4) 30-45 32-48 34-50 45-60 47-70 2.36 mm (No. 8) 23-38 23-42 24-42 38-56 34-55 1.18 mm (No. 16) 15-33 15-34 17-34 24-38 23-43 600 μm (No. 30) 8-24 8-25 10-25 13-27 15-33 300 μm (No. 50) 4-13 4-15 5-15 7-17 7-20 150 μm (No. 100) 1-5 2-7 2-7 0-6 2-8 75 μm (No. 200) 0-3 0-3 0-3 0-3 0-3 If changing the source of supply of aggregates, submit in writing the new gradations before their intended use. In addition to the aggregates meeting the individual source requirements, the combined gradation shall meet the following source requirement: TEST TEST METHOD REQUIREMENT Accelerated Detection of Potentially Deleterious Expansion of Mortar Bars Due to Alkali -Silica Reaction AASHTO T303 0.10% Max. Expansion Previous AASHTO T303 qualified aggregates for concrete mix designs will not automatically qualify for approval. Submit new AASHTO T303 test results with concrete mix design. Perform AASHTO T303 testing on the combined aggregates in the same proportions as the proposed mix design. The test may be performed on each size separately and the results combined mathematically. Perform the test using the proposed sources together with cement and mineral admixtures from the proposed mix design. The mineral admixture quantities will be considered as cement in meeting the req uirements of cement in Table I of Subsection 501.02 .05. 706 AGGREGATES FOR PORTLAND CEMENT PRODUCTS Perform AASHTO T303 testing on material proposed for use in an approved laboratory. Give notification prior to obtaining samples of all materials for this test so that split samples may be obtained for verification testing. Submit a certified copy of the AASHTO T303 test results, together with proposed mix design for approval, at least 30 days prior to intended use. If more than one mix design is submitted, additional time may be required for approva l. Prior to mix design approval, the Department reserves the right to verify the AASHTO T303 test results, using the sources and proportions of materials as indicated by the mix design. Conduct another AASHTO T303 test upon changes in source of aggregate, cement, or mineral admixtures. PHYSICAL PROPERTIES AND TESTS
706.03.01 Coarse Aggregate. This aggregate shall conform to the following requirements:
SIEVE SIZE PERCENT PASSING BY MASS Size No. 4 Size No. 7 Size No. 8 Size No. 57 Size No. 67 Size No. 89 50 mm (2 in.) 100 — — — — — 37.5 mm (1 1/2 in.) 90-100 — — 100 — — 25 mm (1 in.) 20-55 — — 95-100 100 — 19 mm (3/4 in.) 0-15 100 — — 90-100 — 12.5 mm (1/2 in.) — 90-100 100 25-60 — 100 9.5 mm (3/8 in.) 0-5 40-70 85-100 — 20-55 90-100 4.75 mm (No. 4) — 0-15 10-30 0-10 0-10 20-55 2.36 mm (No. 8) — 0-5 0-10 0-5 0-5 5-30 1.18 mm (No. 16) — — 0-5 — — 0-10 300 µm (No. 50) — — — — — 0-5 Thin or elongated aggregate pieces (length greater than five times the minimum thickness) shall not exceed 15% by mass. PROJECT CONTROL TEST TEST METHOD REQUIREMENTS Sieve Analysis Nev. T206 Above Sampling Aggregate Nev. T200 — Material Passing 75 μm (No. 200) Sieve Nev. T206 1% Max. Cleanness Value Nev. T 228 71 Min . * Clay Lumps AASHTO T112 0.3% Max. * Individual stockpiles. SOURCE REQUIREMENT TEST TEST METHOD REQUIREMENTS Percentage of Wear, 500 Rev. AASHTO T96 50% Max. Soundness, 5 cycles, Sodium Sulfate AASHTO T104 12% Max. Loss AGGREGATES FOR PORTLAND CEMENT PRODUCTS 706
706.03.02 Lightweight Aggregate. This aggregate shall conform to the following requirements:
SIEVE SIZE PERCENT PASSING BY MASS Fine Natural Fine Lightweight 25 mm (1 in.) Size Coarse 19 mm (3/4 in.) Size Coarse 25 mm (1 in.) — — 95-100 100 19 mm (3/4 in.) — — — 90-100 12.5 mm (1/2 in.) — — 25-60 — 9.5 mm (3/8 in.) 100 100 — 20-60 4.75 mm (No. 4) 95-100 85-100 0-10 0-10 1.18 mm (No. 16) 45-80 40-80 — — 300 μm (No. 50) 10-35 10-35 — — 150 μm (No. 100) 2-12 5-25 — — 75 μm (No. 200) 0-5 — — — PROJECT CONTROL TEST TEST METHOD REQUIREMENTS Sieve Analysis Nev. T206 Above (a) Sampling Nev. T200 — Clay Lumps AASHTO T112 2% Max. SOURCE REQUIREMENT TEST TEST METHOD REQUIREMENTS Unit Weight (Loose oven dry) AASHTO T19 Fine Aggregate: 1121 kg/m3 (70 lb/ft3) Max. (b), Coarse Aggregate: 881 kg/m3 (55 lb/ft3) Max. (b), Combined Fine and Coarse: 1041 kg/m3 (65 lb/ft3) Max. (b) Organic Impurities AASHTO T21 Satisfactory (c) Test for Staining Materials ASTM C330 Satisfactory (d) Mortar Making Properties ASTM C87 95% Min. (e)
a.Exceptions . The mass of the test sample for the fine lightweight aggregate shall be according to Table III, and the aggregate when mechanically sieved shall be sieved for only 5 minutes. The test sample for coarse aggregate shall consist of not less than 6 kg (13 lb) of the material used for the determination of unit mass. TABLE III MASS OF SIEVE TEST SAMPLE FOR FINE LIGHTWEIGHT AGGREGATES NOMINAL MASS OF AGGREGATE kg/m3 (lb/ft3) MASS OF TEST SAMPLE grams 400-560 (25 -35) 150 560-720 (35 -45) 200 720-880 (45 -55) 250 880-1040 (55 -65) 300 1040 -1120 (65 -70) 350
b.The unit mass of successive shipments of lightweight aggregate shall not differ by more than 10% from that of the sample submitted for acceptance tests.
c.Aggregates tested and showing color darker than the standard shall be rejected unless it can be demonstrated that the discoloration is due to small quantities of materials not harmful to the concrete.
d.Aggregates tested and showing stain darker than “heavy stain” (stain ind ex of 80 or darker) shall be tested by chemical procedure, and aggregates that contain 1.5 mg or more of ferric oxide (Fe 2O3) per 200 g sample shall be rejected for use.
e.Fine aggregate failing in the test for organic impurities (AASHTO T21) may be used provided that when tested for effect of organic impurities on strength of mortar, the relative strength at 7 and 28 days calculated according to ASTM C87 is not less than 95%. 706 AGGREGATES FOR PORTLAND CEMENT PRODUCTS
706.03.03 Fine Aggregate. This aggregate shall conform to the following requirements:
Sieve Size Percent Passing by Mass 9.5 mm (3/8 in.) ................................ ............................................ 100 4.75 mm (No. 4) ................................ ......................................... 95-100 2.36 mm (No. 8) ................................ ......................................... 80-100 1.18 mm (No. 16) ......................................................................... 50-85 600 μm (No. 30) ................................ .......................................... 25-60 300 μm (No. 50) ................................ ........................................... 5-30 150 μm (No. 100) ................................ ........................................... 0-10 75 μm (No. 200) ................................ ............................................ 0-5 PROJECT CONTROL TEST TEST METHOD REQUIREMENTS Sieve Analysis Nev. T206 Above Sampling Aggregate Nev. T200 — Sand Equivalent Nev. T227 71 Min. Clay Lumps AASHTO T112 1% Max. SOURCE REQUIREMENT TEST TEST METHOD REQUIREMENTS Soundness (5 cycles, Sodium Sulfate) AASHTO T104 10% Max. Loss Lightweight Pieces in Aggregate with less than 1.95 Sp. Gr. AASHTO T113 1% Max. Organic Impurities AASHTO T21 Satisfactory (a) Mortar Making Properties ASTM C87 95% Min. (b) Fineness Modulus AASHTO T 27 and AASHTO T11 2.30 – 3.10
a.Aggregates tested and showing color darker than the standard shall be rejected unless they pass the “Mortar Making Properties” test (ASTM C87).
b.This test shall only be required should samples of fine aggregate fail to pass the organic impurities test. Fine aggregate failing in the test for organic impurities (AASHTO T21) may be used provided that when tested for effect of organic impurities on strength of mortar, the relative strength at 7 and 28 days calculated according to ASTM C87 is not less than 95%.
706.03.04 Grout and Mortar Aggregate. Aggregate for grout and mortar shall conform to either of the
following requirements: Sieve Size Percent Passing by Mass 9.5 mm (3/8 in.) ................................ ............................................ 100 4.75 mm (No. 4) ......................................................................... 95-100 1.18 mm (No. 16) ......................................................................... 45-80 300 μm (No. 50) .......................................................................... 10-35 150 μm (No. 100) ........................................................................... 2-12 75 μm (No. 200) ............................................................................ 0-5 Sieve Size Percent Passing by Mass * 4.75 mm (No. 4) ........................................................................... 100 2.36 mm (No. 8) ......................................................................... 95-100 1.18 mm (No. 16) ........................................................................ 70-100 600 μm (No. 30) .......................................................................... 40-75 300 μm (No. 50) .......................................................................... 20-50 150 μm (No. 100) .......................................................................... 10-25 75 μm (No. 200) ........................................................................... 0-10 * When lightweight, natural, or manufactured aggregate fails the gradation limits specified above, it may be used provided the mortar can be prepared to comply with the aggregate ratio, water retention, and compr essive strength requirements of the property specification of ASTM C270 for mortar for unit masonry. AGGREGATES FOR PORTLAND CEMENT PRODUCTS 706 Coarse aggregate for grout shall conform to either of the following requirements: Percent Passing by Mass Sieve Size Size No. 8 Size No. 89 12.5 mm (1/2 in.) .................................................... 100 ................................ ..... 100 9.5 mm (3/8 in.) ................................ .................. 85-100 ................................. 90-100 4.75 mm (No. 4) .................................................. 10-30 ................................... 20-55 2.36 mm (No. 8) ................................................... 0-10 ................................ ..... 5-30 1.18 mm (No. 16) ................................................... 0-5 ................................ ...... 0-10 600 μm (No. 30) ..................................................... — ................................ ....... 0-5 PROJECT CONTROL TEST TEST METHOD REQUIREMENTS Sieve Analysis Nev. T206 Above Sampling Aggregate Nev. T200 — SOURCE REQUIREMENT TEST TEST METHOD REQUIREMENTS Organic Impurities AASHTO T21 Satisfactory (a) Soundness, Coarse Aggregate , 5 Cycles, Sodium Sulfate AASHTO T104 12% Max. Loss Soundness, Fine Aggregate , 5 Cycles, Sodium Sulfate AASHTO T104 10% Max. Loss Mortar Making Properties ASTM C87 95% Min. (b)
a.Aggregates tested and showing color darker than the standard shall be rejected unless they pass the “Mortar Making Properties” test (ASTM C87).
b.This test will only be required should samples of sand fail to pass the “Organic Impurities” test (AASHTO T21). Sand failing in the test for organic impurities may be used provided that when tested for effect of organic impurities on mortar strength, the relative st rength at 7 and 28 days calculated according to ASTM C87 is not less than 95%. SECTION 707 JOINT MATERIAL SCOPE
707.01.01 Material Covered. This specification covers the quality requirements for poured filler, preformed
fillers, and resilient and rubber type gaskets. PHYSICAL PROPERTIES AND TESTS
707.03.01 Joint Fillers . Preformed fillers for joints shall conform to the requirements of ASTM D1751, Fiber
Type. Punch fillers to admit the dowels where called for on the plans. Furnish the filler for each joint in a single piece for the full depth and width required for the joi nt unless otherwise authorized. When the use of more than one piece is authorized for a joint, fasten the abutting ends securely and hold in place by stapling or other positive satisfactory fastening.
707.03.02 Tongue and Groove Joints an d Gasket ed Joints . Tongue and groove joints for reinforced
concrete pipes , precast reinforced concrete box culverts, and precast manhole sections shall use butyl rubber sealant and shall conform to ASTM C990 or shall use elastomeric seals conform ing to ASTM C1619. Gasketed joints for reinforced concrete pipes and manhole sections shall conform to ASTM C443. Gasket ed joints for precast reinforced concrete box culverts shall conform to ASTM C 1677. Store sealants and gaskets in a clean place at 21 °C (70 °F) or less. Do not expose sealants or gaskets to the direct rays of the sun for more than 72 hours.
707.03.03 Waterstops. Waterstops shall conform to the requirements specified herein.
a.Natural Rubber. TEST TEST METHOD REQUIREMENT Tension Testing of Vulcanized Rubber ASTM D412 Tensile strength 24 MPa (3,500 psi) Min., elongation at breaking of 550%. Unit stress (300%) 8 MPa (1,100 psi) Min. Unit stress (500%) 20 MPa (2,800 psi) Min. Test for Accelerated Aging of Vulcanized Rubber by the Oxygen Pressure Method ASTM D572 After 7 days in air at 66 ± 1 °C (150 ± 2 °F) or after 48 hours in oxygen at 70 ± 1 ° C (158 ± 2 ° F) and 2 MPa (300 psi), the tensile strength and elongation shall not be less than 65% of the original. Test for Indentation of Rubber by Means of a Durometer ASTM D2240 55 to 65 (hardness) Manufacture natural rubber waterstops from a stock composed of a high grade compound made exclusively from new plantation rubber reinforced carbon black, zinc oxide, accelerators, antioxidants, and softeners. This compound shall contain not less than 72% by volume of new plantation rubber.
b.Synthetic Rubber. TEST TEST METHOD REQUIREMENT Tension Testing of Vulcanized Rubber ASTM D412 Tensile strength 18 MPa (2,500 psi) Min., elongation at breaking of 420% Test for Accelerated Aging of Vulcanized Rubber by the Oxygen Pressure Method ASTM D572 After 7 days in air at 70 ± 1 °C (158 ± 2 °F) or after 48 hours in oxygen at 70 ± 1 ° C (158 ± 2 ° F) and 2 MPa (300 psi), the tensile strength and elongation shall not be less than 65% of the original Test for Indentation of Rubber by Means of a Durometer ASTM D2240 50 to 70 (hardness)
c.Polyvinyl Chloride. TEST TEST METHOD REQUIREMENT Polyvinyl Chloride Waterstops Corps of Engineers CRD -C572 Compliance of paragraph 6
Source: Nevada Standard Specifications for Road and Bridge Construction, 2014 Edition. Pages 537–542 of 610.