ITEM 449 ASPHALT CONCRETE NON-DENSITY ACCEPTANCE
449.01 Description. This specification describes the non-density acceptance criteria for asphalt
concrete surface, intermediate, and base courses. The Department will determine acceptance of the mixture based on the required roller coverage.
449.02 Rollers. Use only steel wheel and pneumatic tire types of rollers meeting the minimum
requirements of the following tables. Conform to manufacturer’s specifications for all ballasting. TABLE 449.02-1 ROLLER CAPACITY Roller Type Maximum Capacity square yards per hour (m²/hr) Tandem 700 (600) Three-Wheel 700 (600) Trench 15 per inch width (13 per 25 mm width) Pneumatic Tire, Type I 1000 (850) Pneumatic Tire, Type II 700 (600) Vibratory, Vibrating Roll 15 per inch width (13 per 25 mm width) Vibratory, Static Roll (not vibrating) 3 per inch width (3 per 25 mm width) TABLE 449.02-2 STEEL WHEEL ROLLERS Roller Type Three- Wheel Tandem Vibratory Static Trench Total weight, tons (metric tons) (9) 8 to 12 (7 to 11) 8 to 12 (7 to 11) Compression rolls, pounds per inch width (kN/m), minimum (53) (35) (21) (53) TABLE 449.02-3 PNEUMATIC TIRE ROLLERS Type I Tire size, minimum 9.00 20 in (229 508 mm) Wheel load, minimum 5000 lb. (2250 kg) Average tire contact pressure, minimum 85 psi (590 kPa) Type II Tire size, minimum 7.50 15 in (191 381 mm) Wheel load, minimum 2000 lb. (900 kg) Average tire contact pressure, minimum 55 psi (380 kPa) For pneumatic tire rollers, use self-propelled, reversible units with vertical oscillation on all wheels on at least one axle. Determine the tire inflation pressure necessary to meet the specified minimum contact area and contact pressure requirements. Furnish the tire manufacturer’s charts or tabulations to the Engineer for verification of the required inflation pressure. Check tire inflation pressure as the Engineer directs and maintain it within 5 pounds per square inch (35 kPa) of the required pressure.
449.03 Compaction. Immediately after spreading the asphalt concrete and adjusting any surface
irregularities, compact the mixture uniformly using rollers conforming to 449.02. Do not use a spreading rate that exceeds the total of the specified capacities of the rollers in use. However, if compacting a mixture spread 1 inch (25 mm) thick or less, do not use a spreading rate that exceeds twice the total capacity of the rollers in use. Coordinate the spreading of the mixture with the required roller coverage, considering the rate of cooling of the mixture as affected by lift thickness and environmental conditions. Complete the required roller coverage during the time in which the tempera ture of the mixture is sufficient for the roller coverage to be effective in compacting the mixture. Compact base mixtures using a combination of both steel wheel and Type I pneumatic tire rollers; however, in small areas, compact these mixtures as the Engineer approves using any of the rollers specified in 449.02. Use a minimum of two rollers when compacting surface mixtures placed 1 inch (25 mm) thick or less. Compact variable depth courses using a combination of both steel wheel and pneumatic tire rollers; however, in small areas, compact these mixtures as the Engineer approves using any of the roller types specified in 449.02. For surface courses using a polymer modified asphalt binder give a copy of the JMF approval letter containing the design compaction temperature to the Engineer before any mix is placed. Unless otherwise specified ensure that the mix temperature immediately before rolling is not less than 290 °F (145 °C) if placing hot mix asphalt, and not less than 250 °F (121 °C) if placing warm mix asphalt according to 402.05. Do not compact polymer asphalt concrete surface courses with pneumatic tire rollers. Use steel wheel rollers to remove any surface deviations and deformations caused by pneumatic tire rollers. Do not use pneumatic tire rollers if any resultant surface deformations cannot be removed. Do not use vibratory rollers on courses with a thickness under 1 1/4 inches (32 mm).
449.04 Acceptance. Mixes will be accepted as follows:
A.Acceptance of 301, 302, and 424 Type A Mixes. Acceptance is based on Table 449.04-1. TABLE 449.04-1 MIX ACCEPTANCE Deviation From JMF[1] Range Asphalt Binder Content [2] ± 0.30% 0.50 Asphalt Binder Content [3] ± 0.40% 0.70 No. 4 (4.75mm) Sieve ± 6% 12 [1] Based on the average of the day or night QC tests [2] For 301 and 424 type a mixes [3] For 302 mixes
B.Acceptance of All Other Mixes. Acceptance is by Lot as defined in 403. A Lot is considered acceptable for gradation and asphalt binder content if the deviation of the average from the JMF and the Range is no more than the tolerances shown in Table 449.04-2. TABLE 449.04-2 DEVIATION FROM THE JMF AND RANGE TOLERANCES [1] Mix Property Deviation from JMF (Percent) [1] Range (Percent) Asphalt Binder Content 0.30 1.00 1/2 inch (12.5 mm) sieve 6 15 No. 4 (4.75 mm) sieve 5 15 No. 8 (2.36 mm) sieve 4 15 [1] Based on average of four Lot Acceptance tests. If the average of the Lot acceptance tests for a particular sieve or sieves, or for asphalt binder content deviates from the JMF by more than the tolerances shown in Table 449.04 -3, but falls within the tolerances shown in Table 449.04-2, then the Lot is considered reasonably acceptable and may remain in place with payment at a reduced pay factor as show in Table 449.04-3. If the Range of the Lot acceptance tests for asphalt binder content or for any particular sieve, or sieves, exceeds the tolerance shown in Table 449.04-2, the Department will apply a pay factor of 0.95. TABLE 449.04-3 ACCEPTANCE SCHEDULE [1] Mix Property Pay Factor Tests Tests Tests Asphalt Binder Content 1.00 0 to 0.47 0 to 0.36 0 to 0.30 0.98 0.48 to 0.54 0.37 to 0.42 0.31 to 0.35 0.90 0.55 to 0.61 0.43 to 0.48 0.36 to 0.40 0.80 0.62 to 0.68 0.49 to 0.54 0.41 to 0.45 0.60 0.69 to 0.75 0.55 to 0.59 0.46 to 0.50 [2] > 0.75 > 0.59 > 0.50 1/2 inch (12.5 mm) sieve 1.00 0 to 8.5 0 to 6.9 0 to 6.0 0.99 8.6 to 9.9 7.0 to 8.1 6.1 to 7.0 0.97 10.0 to 11.3 8.2 to 9.2 7.1 to 8.0 0.94 11.4 to 12.7 9.3 to 10.4 8.1 to 9.0 0.90 12.8 to 14.1 10.5 to 11.5 9.1 to 10.0 [3] > 14.1 > 11.5 > 10.0 No. 4 (4.75 mm) sieve 1.00 0 to 7.1 0 to 5.8 0 to 5.0 0.99 7.2 to 8.5 5.9 to 6.9 5.1 to 6.0 0.97 8.6 to 9.9 7.0 to 8.1 6.1 to 7.0 0.94 10.0 to 11.3 8.2 to 9.2 7.1 to 8.0 0.90 11.4 to 12.7 9.3 to 10.4 8.1 to 9.0 [3] > 12.7 > 10.4 > 9.0 No. 8 (2.36 mm) sieve 1.00 0 to 5.7 0 to 4.6 0 to 4.0 0.99 5.8 to 7.1 4.7 to 5.8 4.1 to 5.0 0.97 7.2 to 8.5 5.9 to 6.9 5.1 to 6.0 0.94 8.6 to 9.9 7.0 to 8.1 6.1 to 7.0 0.90 10.0 to 11.3 8.2 to 9.2 7.1 to 8.0 [3] > 11.3 > 9.2 > 8.0 [1] Based on average of Lot Acceptance tests from the JMF. [2] Remove and replace material [3] Engineer will determine if the material may remain in place. Pay factor for material allowed to remain in place is 0.70. The Department will determine payment for the Lot by multiplying the contract unit price by the pay factor. When any pay factors for a specific Lot are less than 1.00, use the lowest pay factor to calculate the payment. The Department will base acceptance of partial Lots on the average and the Range of the results of tests on the number of samples obtained. 450 RIGID PAVEMENT
Referenced in this section
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Source: Construction and Material Specifications, 2023 (rev. 7/17/2026) Edition. Pages 255–259 of 892. View official source ↗