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Table 334- 3 <br /> Gyratory Compaction Requirements <br /> Traffic Level Nae,; Number of Gyrations LL <br /> D 100 <br /> E 100 <br /> 334-3 .2 .5 Design Criteria : Meet the requirements for nominal maximum <br /> aggregate size as defined in AASHTO M323 -07 , as well as for relative density, VMA, VFA, and <br /> dust-to-binder ratio as specified in AASHTO M323 -07 , Table 6 . Use a dust-to -binder ratio of <br /> 0 . 8 to 1 . 6 for coarse mixes . Nmaximum requirements are not applicable for Traffic Level A and B <br /> mixtures . <br /> 334-3 . 2 . 6 Moisture Susceptibility : <br /> 1 . For Traffic Level A and B mixtures, use a liquid anti - strip additive , <br /> which is on the Department ' s Qualified Products List, at a rate of 0 . 5 % by weight of the asphalt <br /> binder. Other rates of anti- strip additive may be used upon approval of the Engineer. <br /> 2 . For Traffic Level C through E mixtures, test 4 inch specimens in <br /> accordance with FM I -T 283 . Provide a mixture having a retained tensile strength ratio of at <br /> least 0 . 80 and a minimum tensile strength (unconditioned) of 100 psi . If necessary, add a liquid <br /> anti- stripping agent, which is on the Department ' s Qualified Products List and/or hydrated lime <br /> (meeting the requirements of Section 337) in order to meet these criteria. <br /> 334-3 .2 .7 Additional Information : In addition to the requirements listed above, <br /> provide the following information with each proposed mix design submitted for verification : <br /> 1 . The design traffic level and the design number of gyrations (Nde,ip) . <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 aggregate <br /> components furnished from a DOT approved source . <br /> 4 . The gradation and proportions of the raw materials as intended to be <br /> x 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 each <br /> specified sieve . Degradation of the aggregate due to processing (particularly material passing the <br /> No . 200 sieve) should be accounted for and identified. <br /> 6 . The bulk specific gravity (Gsb) value for each individual aggregate and <br /> RAP component, as identified in the Department ' s aggregate control program . <br /> 7 . A single percentage of asphalt binder by weight of total mix intended to <br /> be incorporated in the completed mixture, shown to the nearest 0 . 1 percent . <br /> 8 . A target temperature for the mixture at the plant (mixing temperature) <br /> and a target temperature for the mixture at the roadway (compaction temperature) in accordance <br /> with 330- 6 . 3 . Do not exceed a target temperature of 330 °F for PG 76 -22 asphalt binders , 320 ° F <br /> for ARB . 12 asphalt binders , and 315 ° F for ARB- 5 and unmodified asphalt binders . <br /> 9 . Provide the physical properties achieved at four different asphalt binder <br /> contents . One of which shall be at the optimum asphalt content, and must conform to all <br /> specified physical requirements . <br /> 10 . The name of the CTQP Qualified Mix Designer . <br /> 11 . The ignition oven calibration factor . <br /> - 87 - <br /> FPID ( S ) : 423186 - 1 - 58 - 01 <br />