7-10 TABLE 3: Aggregate Consensus Properties Criteria Estimated Traffic, Million 18 kip ESALs AASHTO T 335 Coarse Aggregate Angularity (minimum) AASHTO T 304 Method A Uncompacted Void Content of Fine Aggregate (minimum)** ASTM D 4791 (8.4) Flat and Elongated Particles (maximum) AASHTO T 176 Clay Content/ Sand Equivalent (minimum) AASHTO T 327 Coarse Micro-Deval (maximum) < 3.0 75/60 40 10 45 18.0%* 3.0 to < 10 90/80 45 50 10 95/90 18.0% * In the event the material e xceeds the Micro-Deval limit, a W ashington Degradation test shall be performed. The material shall be acceptable if it has a value of 30 or mor e as determined by Was hington State DOT Test Method T 113, Method of Test for Determination of Degradation V alue except that the reported degradation value will be the result of testing a single composite specimen from that portion of the sample that passes the ½ inch sieve and is retained on the No. 10 sieve. ** Property will be evaluated on a mix design basis by calcula ting a weighted average based upon individual aggregate values (weighted average by the percentage proportion of the aggregate within the design). ASTM D 5821 - “90/80” denotes that 90 percent of the coarse agg regate has one fractured face and 80 percent has two fractured faces. AASHTO T 304 - Criteria are presented as percent air voids in l oosely compacted fine aggregate, (U). ASTM D 4791 - Criteria are presented as maximum percent by weig ht of flat and elongated particles (5:1 ratio). The entire HMA wearing course shall come from the same source o f material and the same job mix formula, except when permission is obtained from t he Department to change sources.
703.09 HMA Mixture Composition The coarse and fine aggregate shall meet the
requirements of Section 703.07. The several aggregate fraction s for mixtures shall be sized, graded, and combined in such proportions that the resulting com posite blends, including RAP aggregate will meet the grading requirements of the following t able: 7-11 Aggregate Gradation Control Points Nominal Maximum Aggregate Size---Control Points (Percent Passin g) Sieve Designation Type 25 mm Type 19 mm Type 12.5 mm Type 9.5 mm Type 9.5 mm Thin Lift Mixture (TLM) Type 4.75 mm Percent By Weight Passing - Combined Aggregate 37.5 mm 100 25 mm 90-100 100 19 mm -90 90-100 100 12.5 mm - -90 90-100 100 100 100 9.5 mm - - -90 90-100 95-100 95-100 4.75 mm - - - -90 60-95 80-100 2.36 mm 19-45 23-49 28-58 32-67 47-65 40 - 80 1.18 mm - - - - - - 0.60 mm - - - - - - 0.30 mm - - - - - - 0.075 mm 2.0-6.0 2.0-6.0 2.0-6.0 2.0-7.0* 2.0-7.0* 2.0-7.0 * For 9.5 mm nominal maximum aggregate size mixtures, the maxim um design aim for the percent passing the 75 μm sieve is 6.5%.
703.10 Aggregate for Untreated Surface Course and Leveling Cour se Aggregate for
untreated surface course and leveling course shall be screened or crushed gravel consisting of hard durable particles which are free from vegetable matter, lumps or balls of clay and other deleterious substances. If this item is to be used under neath pavement, it must have a Micro-Deval value of 20.0 or less as determined by AASHTO T 32 7. If the Micro-Deval value exceeds 20.0, the material may be used if it does not exc eed 25 percent loss on AASHTO T 96, Resistance to Degradation of Small-Size Coarse Agg regate by Abrasion and Impact in the Los Angeles Machine. The aggregate shall meet the grading requirements of the following table: Sieve Designation Percentage by Weight Passing Square Mesh Sieves Untreated Aggregate Surface Course Type A Type B 1 inch 95-100 95-100 ¾ inch 90-100 90-100 No. 4 40-65 10-45 No. 10 10-45 10-35 No. 200 0-7.0 0-6.0