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4 <br />comparing the length (longest dimension) to the thickness (shortest dimension) of the <br />aggregate particles. <br />334- 3.2.3.4 Sand Equivalent: When tested in accordance with <br />AASHTO T 176, meet the sand equivalent requirements specified in AASHTO M323 -04, <br />Table 5. <br />334 -3.2.4 Gyratory Compaction: Compact the design mixture in accordance <br />with AASHTO T312 -04. Use the number of gyrations as defined in AASHTO R35 -04, <br />Table 1 with the following exceptions: for Traffic Level C mixes, compact the mixture as <br />specified for the Traffic Level of 0.3 x 106 to < 3 x 106 ESAL's; for Traffic Level E mixes, <br />compact the mixture as specified for 10 x 106 to < 30 x 106 ESAL's. <br />334 -3.2.5 Design Criteria: Meet the requirements for nominal maximum <br />aggregate size as defined in AASHTO M323 -04, as well as for relative density, VMA, VFA, <br />and dust -to- binder ratio as specified in AASHTO M323 -04, Table 6. Use a dust -to- binder <br />ratio of 0.8 to 1.6 for coarse mixes. <br />334 -3.2.6 Moisture Susceptibility: Test 4 inch [100 mm] specimens in <br />accordance with FM 1 -T 283. Provide a mixture having a retained tensile strength ratio of <br />at least 0.80 and a minimum tensile strength (unconditioned) of 100 psi [690 kPa]. If <br />necessary, add a liquid anti - stripping agent, which is on the Department's Qualified <br />Products List or hydrated lime (meeting the requirements of 337 -10.2) in order to meet <br />these criteria. <br />334 -3.2.7 Additional Information: In addition to the requirements listed <br />above, provide the following information with each proposed mix design submitted for <br />verification: <br />1 . The design traffic level and the design number of gyrations (Ndeslgn). <br />2. The source and description of the materials to be used. <br />3. The DOT source number and the DOT product code of the <br />aggregate components furnished from a DOT approved source. <br />4. The gradation and proportions of the raw materials as intended to <br />be combined in the paving mixture. The gradation of the component materials shall be <br />representative of the material at the time of use. Compensate for any change in aggregate <br />gradation caused by handling and processing as necessary. <br />5. A single percentage of the combined mineral aggregate passing <br />each specified sieve. Degradation of the aggregate due to processing (particularly material <br />passing the No. 200 [75 um] sieve) should be accounted for and identified. <br />6. The bulk specific gravity (G5b) value for each individual aggregate <br />and RAP component, as identified in the Department's aggregate control program. <br />7. A single percentage of asphalt binder by weight of total mix <br />intended to be incorporated in the completed mixture, shown to the nearest 0.1 percent. <br />8. A target temperature at which the mixture is to be discharged from <br />the plant and a target roadway temperature (per 330 -6.3). Do not exceed a target <br />temperature of 330 °F [165 °C] for modified asphalts and 315 °F [157 °C] for unmodified <br />asphalts. <br />9. Provide the physical properties achieved at four different asphalt <br />binder contents. One of which shall be at the optimum asphalt content, and must conform <br />to all specified physical requirements. <br />10. The name of the CTQP Qualified Mix Designer. <br />11 . The ignition oven calibration factor. <br />March 2007 01000 -57 03- 4122.D <br />t a <br />